J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange C_03 01 12 Printed 3/14/2012 Page 29 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 9B: PO-DA 9B 0.324 af, Depth= 3.95” 2.84 cfs @ 12.29 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 10 yr Rainfall=5.21" Area (sf) CN Description 5,504 98 Impervious, HSG D 6,361 98 Gravel road, HSG D 30,963 85 Yard stone, HSG D 89 Weighted Average 42,828 72.30% Pervious Area 85 30,963 11,865 27.70% Impervious Area 98 * * * Tc (min) 19.6 Length (feet) 100 1.9 150 0.0066 21.5 250 Total Description Slope Velocity Capacity (cfs) (ft/ft) (ft/sec) 0.08 0.0090 Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Yard Stone Un paved Kv= 16.1 fps 1.31 Subcatchment 9B: PO-DA 9B Hydrograph Runoff 2.84 cfs Type III 24-hr 10 yr Rainfall=5.21" Runoff Area=42,828 sf Runoff volume=0.324 af ao, Runoff Depth=3.d5" o Flow Length=250' LL i.j L- Tc=21.5 mm CN=85/98 m l | M I ) I'll ll|l II H'll II [1 IU| 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 10 yr Rainfall=5.21" Post Development West Orange C_03 01 12 Printed 3/14/2012 Page 30 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 9D: PO-DA 9D 0.423 af, Depth= 4.01" 4.33 cfs @ 12.19 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 10 yr Rainfall=5.21" Area (sf) CN Description 98 Impervious, HSG D 1,192 98 Gravel road, HSG D 16,177 85 Yard Stone, HSG D 37,810 89 Weighted Average 55,179 68.52% Pervious Area 85 37,810 31.48% Impervious Area 98 17,369 * * * Slope Velocity Capacity (cfs) (ft/ft) (ft/sec) 0.13 0.0270 Tc (min) 12.6 Length (feet) 100 0.8 120 0.0270 2.65 1.1 130 0.0140 1.90 14.5 350 Total Description Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Subcatchment 9D: PO-DA 9D Hydrograph | 4.33 cfs Type III 24-hr 10 yr : ; Rainfall-5.21" Runoff Area-55,179 sf _ I_____ I____ I____I____L _ J_______ 1___ 1____i _ I___i _ J Runoff Volume=0.423 af 3- Jt o, Runoff Depth-4.01" 8 u. Flow Length-350' 2- Tc=14.5 min 1- i CN=85/98 J i l l —-t00 1 2 34 56 78 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours)

Post Development West Orange C_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 31 Summary for Reach 1R: Swale InflowArea3 2.157 ac, 1.99% Impervious, lnflowDepth= 3.11" forlOyrevent Inflow = 7.39 cfs@ 12.11 hrs, Volume= 0.560 af Outflow = 7.15 cfs@ 12.13 hrs, Volume= 0.560 af, Atten= 3%, Lag=1.4min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 3.48 fps, Min. Travel Time3 2.0 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 8.4 min Peak Storage3 863 cf @ 12.13 hrs Average Depth at Peak Storage3 0.27' 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 7’ Top Width3 15.00' Length3 420.0' Slope3 0.0429 7’ Inlet Invert3 598.00', Outlet Invert3 580.00' Reach 1R: Swale Hydrograph ■ Inflow I □ Outflow! 7.39 cfs Inflow Area-2.157 ac 7.15 cfs ----- ^ Avg. Flow Depth=0.27' Max Vel=3.48 fps n=0.030 ///, m n L=420.0' I S=0.0429 V Capacity=24.59 cfs % mw/mm ni i. m ii ii iii 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 10 yr Rainfall=5.21" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 32 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond CB 1: CB #1 [57] Hint: Peaked at 580.12' (Flood elevation advised) [61] Hint: Exceeded Reach 1R outlet invert by 0.12' @ 12.17 hrs Inflow Area = Inflow = Outflow = Primary = 14.940 ac, 23.84% Impervious, Inflow Depth = 3.38" for 10 yr event 38.20 cfs @ 12.17 hrs, Volume= 4.205 af 38.20 cfs @ 12.17 hrs, Volume= 4.205 af, Atten= 0%, Lag= 0.0 min 38.20 cfs @ 12.17 hrs, Volume= 4.205 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 580.12' @ 12.17 hrs Device Routing #1 Primary #2 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 Primary Primary OutFlow Max=38.20 cfs @ 12.17 hrs HW=580.12' TW=0.00' (Dynamic Tailwater) T—1=Culvert (Inlet Controls 26.73 cfs @ 8.51 fps) '—2=Broad-Crested Rectangular Weir (Weir Controls 11.47 cfs @ 0.94 fps) Pond CB 1: CB #1 Hydrograph I Inflow j Primary I qa on 38.20 cfs 42 40 Inflo 33 36 14 wArea= 34: Peak Elev 32 i 30 i. L_L_ 7-1 ' - 3C’ _l . i . J i1ii 28 26 i i ii 1 ------ f " T~n £ 24-: w 2 2 - : L - J. - J II 2018- r -• r - t - i iii 1614- 12- i iti -i — 10- -i_ — L _ 1 i It- l 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) ac 580 i 12’ I--1 - J -

Post Development West Orange C_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 33 Summary for Pond Dlv Chamber: Diversion Chamber to Aqua-Swirl [57] Hint: Peaked at 594.29' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 3.79" for 10 yr event 28.38 cfs @ 12.18 hrs, Volume= 3.160 af 28.38 cfs @ 12.18 hrs, Volume= 3.160 af, Atten= 0%, Lag= 0.0 min 28.38 cfs @ 12.18 hrs, Volume= 3.160 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.29' @ 12.18 hrs Device Routing #1 Primary Invert Outlet Devices 591.60’ 30.0" Round Culvert L= 88.0' Ke= 0.500 Inlet / Outlet lnvert= 591.60' / 588.00' S= 0.0409 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=28.38 cfs @ 12.18 hrs HW=594.29‘ TW=590.69' (Dynamic Tailwater) ^-1=Culvert (Inlet Controls 28.38 cfs @ 5.78 fps) Pond Div Chamber: Diversion Chamber to Aqua-Swirl Hydrograph I Inflow I j Primary I I ?a 3R r.f 28.38 Cfs 30- Inflow Area=10.014 ac 28-: Peak Elev=594.29' 26-: 24- % 2220-: • 30.0" iiiiiiiiii Round Culvert % S 18H u - n=0.020 L=88.0' £ 14 121086- S=0.0409 T rr 4- 2i 'mmm o-: 4 iM'|f i rrp ii n in n M-i n m n i|t n iri» 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Yrrrp 8 Time (hours) mmm

Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Page 34 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 595.73' (Flood elevation advised) 10.014 ac, 26.77% Impervious, Inflow Depth = 3.79" for 10 yr event 3.160 af Volume= 12.18 hrs, 28.38 cfs @ Atten= 0%, Lag= 0.0 min 3.160 af, Volume= 12.18 hrs, 28.38 cfs @ 3.160 af Volume= 12.18 hrs, 28.38 cfs @ 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= 595.73' @ 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 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing #1 Primary Primary OutFlow Max=28.38 cfs @ 12.18 hrs HW=595.73' TW=594.29' (Dynamic Tailwater) 1=Culvert (Inlet Controls 28.38 cfs @ 5.78 fps) Pond MH 12: MH 12 to Div Chamber Hydrograph 1 ---- 1 F T i—i—:—;—i—i F F T l?R 38 r.f 28.38 cfs 28 I -- T I T Inflo wArea=10.014 ac I II I.I. I I I i _ _ r_ i_ _■ i _ J___ 1___ - i_! i ii i~i iii ~i i I 30.0! - T~ Round CUIVert £ 18 n=0.020 16r - -r - -i - -i i i i i I--X - 4 iii ---- 4 . - 4 1210- II r - 1 L_4 L=10,0' S=0.0100 '/' r n - U. _ X • . F T I I--- 1 - 4 --------- i I I 2- 1 HWHtWHPW!WwiBTii»n>t1nli|1nr|»iTHTirr|1ni|1iii|iiii|1iii|1"i|1iii|liii|1ni|*iii|iiii|nii|WI|IIM|llll|lll||llll|l. 2 34 56 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) Inflow M Primary | Elev-595.73' Peak ,1- - U - i. 20- ■ I n

Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 35 Summary for Pond MH G: MH G to MH H [57] Hint: Peaked at 627.33' (Flood elevation advised) 1.267 ac, 31.48% Impervious, Inflow Depth = 4.01" for 10 yr event 4.33 cfs @ 12.19 hrs, Volume= 0.423 af 4.33 cfs @ 12.19 hrs, Volume= 0.423 af, Atten=0%, Lag= 0.0 min 4.33 cfs @ 12.19 hrs, Volume= 0.423 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= 627.33' @ 12.21 hrs Device Routing #1 Primary Invert Outlet Devices 598.50’ 12.0" Round Culvert L= 159.0' Ke= 0.500 Inlet / Outlet lnvert= 598.50' / 597.50’ S= 0.0063 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=4.24 cfs @ 12.19 hrs HW=626.73' TW=620.70' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.24 cfs @ 5.40 fps) Pond MH G: MH G to MH H Hydrograph —i—: ■ Inflow B Primary 4.33-cfsJ 4.33 CfS i. j Inflow Area=1.267 ac Peak Elev=627.33' % I ; Round Culvert IH n=0.020 L=159.0' S=0.0063 7 01 2 3456 7 3 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 10yr Rainfall-5.21" Post Development West Orange C_03 01 12 Printed 3/14/2012 Page 36 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH H: MH H to MH I [57] Hint: Peaked at 621.24' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 3.98” for 10 yr event 6.92 cfs @ 12.22 hrs, Volume= 0.747 af 6.92 cfs @ 12.22 hrs, Volume= 0.747 af, Atten=0%, Lag= 0.0 min 6.92 cfs @ 12.22 hrs, Volume= 0.747 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 621.24' @ 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=6.92 cfs @ 12.22 hrs HW=621.23' TW=605.60' (Dynamic Tailwater) *—•1=Culvert (Outlet Controls 6.92 cfs @ 8.82 fps) Pond MH H: MH H to MH I Hydrograph III I Inflow I j Primary | I R QO 6.92 cfs Inflow Area=2.250 ac Peak Elev=621.24' ■t - i Round Culvert n-0.020 L=154.0* i. i 8=0.0097 7' i- i, » t t I L_L L _ I _ J i_j ---- 4 - 01 i___ I _ __ 4 o-Nw 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1S 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours) 12.0. - H t -—I--- n

Post Development West Orange C_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 37 Summary for Pond MH I: MH I to MH 12 [57] Hint: Peaked at 605.63' (Flood elevation advised) 2.250 ac, 29.83% Impervious, Inflow Depth = 3.98" for 10 yr event 6.92 cfs @ 12.22 hrs, Volume= 0.747 af 6.92 cfs @ 12.22 hrs, Volumes 0.747 af, Atten=0%, Lag= 0.0 min 6.92 cfs@ 12.22 hrs, Volumes 0.747 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= 605.63' @ 12.21 hrs Device Routing #1 Primary Invert Outlet Devices 595.50' 12.0" Round Culvert 1 = 91.0' Ke= 0.500 Inlet / Outlet Inverts 595.50' / 594.50’ S= 0.0110 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=6.93 cfs @ 12.22 hrs HW=605.60' TW=595.62' (Dynamic Tailwater) ■t-1=Culvert (Outlet Controls 6.93 cfs @ 8.82 fps) Pond MH I: MH I to MH 12 Hydrograph I 6 q? cfs I 6.92 cfs -r1 i ■ Inflow I B Primary | Inflow Area=2.250 ac Peak Elev=605.63’ t % ~ 4 . - 12l .0t " i Round Culvert n=0.020 L=91 0' S-0.0110T wo, mkm, 0 1 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 10 yr Rainfall=5.21" Printed 3/14/2012 Page 38 Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. 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 597.18' (Flood elevation advised) 5.076 ac, 24.87% Impervious, Inflow Depth = 3.61" for 10 yr event 15.72 cfs@ 12.14 hrs, Volume3 1.527 af 15.72 cfs@ 12.14 hrs, Volume= 1.527 af, Atten3 0%, Lag= 0.0 min 3 1.527 af 12.14 hrs, Volume 15.72 cfs@ 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= 597.18' @ 12.18 hrs Invert Outlet Devices 592.80’ 30.0" Round Culvert L= 7.0' Ke= 0.500 Inlet / Outlet Invert3 592.80' / 592.70' S= 0.0143 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing #1 Primary Primary OutFlow Max=14.84 cfs @ 12.14 hrs HW=596.92' TW=596.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 14.84 cfs @ 3.02 fps) Pond MH-11: MH-11 to MH-D Hydrograph ----1 ----1 --- 1 --- | ---- + ■ --- 1 ----1 --- 1 --- | ---- + ------1 ---III I I I I l I I I I 15 7? r.f 15.72 Cfs 151 4 - ilI I nflow Area-5.076 ac i i ill i i i i i i i i Peak Elev=597.18’ t “ i ‘ “i" T.rT r " t ~ i i~ ~i 13% i i-iiii r t i“ _i i r i i r -OUiU *i k.i Qfl fiM r.-ri r~ti Round Culvert 1 n=0.020 I I l I >Vl I 1 1=7. O' S=0.0143 V III 11“ £ 10t -i —i — — t —i- -II i I T I- - 4----------I - -H---- f- ----- I ----- 4 - - ; -4 -- L _ 1 _______I _ - J - - r- - * —i — >l l l r-' l----- +---------I------ _ _|_ i L . i . J . . - J --- l l _ L _ l --------1 _ _ I I I . I r T . . 1 t -1 - .1 _ ”i" -|* - r % & 2 34 rmr 56 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) L_J & I Inflow I j Primary! n