J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 69 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 7: PO-DA 7 0.034 af, Depth= 0.19" 1.04 cfs@ 1.16 hrs, Volume= Runoff = Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Runoff by SCS TR-20 method, UH=SCS, Split NJ DEP 2-hr NJDEP Rainfall=1.25" Area (sf) CN Description * * ★ 1,868 14,410 72,265 5,406 98 Impervious, HSG D 85 Yard stone, HSG D 80 Grass , Good, HSG 73 Brush, Good, HSG D 93,949 92,081 1,868 81 Weighted Average 98.01% Pervious Area 80 1.99% Impervious Area 98 Tc (min) Length (feet) 4.5 70 Slope Velocity Capacity (ft/ft) (ft/sec) D Description (cfs) Sheet Flow, 0.1600 0.26 Grass: Dense n= 0.240 P2= 3.42" 70 0.8 1.46 0.0857 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.4 310 0.0200 2.12 7.7 450 Total Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 7: PO-DA 7 Hydrograph 04 cfs L_ V, 7 / 0 12 3 4 5 6 8 NJ DEP 2-hr NJDEP Rainfall=1.25' Runoff Area=93,949 sf Runoff Volume=0.034 af Runoff Depth=0.19" Flow Length=450' Tc=7.7 min CN=80/98 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 70 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 8: PO-DA 8 0.41 cfs@ 1.44 hrs, Volume3 Runoff = 0.025 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs NJ DEP 2-hr NJDEP Rainfall=1.25" Area (sf) CN Description * * 10,980 5.243 98 Impervious, HSG D 85 Yard stone, HSG D 16,223 5,243 10,980 94 Weighted Average 85 32.32% Pervious Area 98 67.68% Impervious Area Slope Velocity Capacity (ft/ft) (ft/sec) Description Tc (min) Length (feet) 30.5 100 0.0030 0.05 Sheet Flow, Yard Stone 1.2 80 0.0030 1.11 Shallow Concentrated Flow, 31.7 180 Total (cfs) n= 0.250 P2= 3.42" Paved Kv= 20.3 fps i,A . •A", ' Subcatchment 8: PO-DA 8 Hydrograph T - H - -I 0.49 0.4. 0.4 0.4 0.38 0.38 0.34 0.32 0.3 0.28 0.26 — 0.24 rti L_ i R si; Run i m: 1 0.22 L- u. 0.2 _ J 4- 0.18 0.18 0.14 0.12 -4 NJ DEP 2-hr NJDEP Rainfall-1.25" unoffArea=16,223 sf off Volume=0.025 af Runoff Depth=0.8(T ::i Flow Length=180' Slope=0,0030 T i: Tc=31.7 miri ' T I 1“ CN-85/98 i__ i__i__i iiiiii ------I -----4 0.1 0.08 0.06 0.04 i“ - r - 7 lJ 0.02 r - r " “i L_J i —I cfs - \ i r ~ t i ~ "i - TmsmiMmmfimmsmL 8 9 10 11 12 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 (hours) ;,-v. ' ".f

Post Development West Orange C_03 01 12 NJ DEP 2-hr NJDEP Rainfall=1.25" Prepared byTRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 71 Summary for Subcatchment 9B: PO-DA 9B Runoff = 0.85 cfs@ 1.31 hrs, Volume= Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall=1.25" UH=SCS, 0.041 af, Depth= 0.51" Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description ★ * 5,504 6,361 30.963 98 Impervious, HSG D 98 Gravel road, HSG D 85 Yard stone, HSG D 42,828 30,963 11,865 89 Weighted Average 85 72.30% Pervious Area 98 27.70% Impervious Area * Tc (min) Length (feet) 19.6 100 0.0090 0.08 1.9 150 0.0066 1.31 21.5 250 Total Slope Velocity Capacity (ft/ft) (ft/sec) Description (cfs) Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Subcatchment 9B: PO-DA 9B Hydrograph /I_'■ - i-„- — , ---- | -------4 - 4 - ------------- ---- t~ - + - 4 --------- ' ■ 0.85 cfs 0.85 0.8 0.750.7- -- L _ 4--- g £ 0.65- o.s 4 ------- 1 ___ ------L _ 4 _ 0.5505 0.45- 0.40.35 0.3 _L_4 NJ DEP 2-hr NJDEP Rainfall-1.25" Runoff Area-42,828 sf Runoff Volume=0,041af Runoff Depth=0.51" Flow Length=250' i Tc-21.5 min CN=85/98 . I ------ I ____ 4 . - I__l _ I 1 0.250.20.15 0.10.05 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Tima (hours) dt= 0.01 hrs

Post Development West Orange C_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared byTRC Engineers, Inc. Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment 9D: PO-DA 9D Runoff = 1.43 cfs @ 1.22 hrs, Volume= 0.056 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs NJ DEP 2-hr NJDEP Rainfall=1.25" Area (sf) CN Description * ★ * 1,192 16,177 37,810 98 Impervious, HSG D 98 Gravel road, HSG D 85 Yard Stone, HSG D 55,179 37,810 17,369 89 Weighted Average 85 68.52% Pervious Area 98 31.48% Impervious Area Slope Velocity Capacity (ft/ft) (ft/sec) Description Tc (min) Length (feet) 12.6 100 0.0270 0.13 Sheet Flow, Yard Stone 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 (cfs) n= 0.250 P2= 3.42" Unpaved Kv= 16.1 fps Unpaved Kv= 16.1 fps Subcatchment 9D: PO-DA 9D Hydrograph —Ii I—i — i —i —i —f —i —i — i— -----i ----r 1 -- 1 --- i -1 ----- | — I ---- i------ i 1 ! 1 l 1 1 1 1 1 1 1 I I 1 l ! I I .4 3 cfe 1 1 1 .1 1 1 ) 1 I I 1 1 1 1 I 1 1 I 1 1 1 1 I I - . 1 --1 1 1 1 I I 1 1 1 1 1 1I 1I I I 1 1 Rainfallf 1.251* Runoff Area-55,179 sf Runoff Volume=0.056 af Runoff Depth=0.53" Flow Length=350' iii»i iiii i Tc=14i5 min CN=85/98 0 1 2 3 4 5 6 7 8 9 1 0 1 13 1 14 151 16217 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) t 1 1 1 1 1 1 1

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 73 Summary for Reach 1R: Swale Inflow Area = Inflow = Outflow = 2.157 ac, 1.99% Impervious, Inflow Depth = 0.19" for NJDEP event 1.04 cfs@ 1.16 hrs, Volume= 0.034 af 0.90 cfs@ 1.22 hrs, Volume= 0.034 af, Atten=13%, Lag= 3.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 1.81 fps, Min. Travel Time= 3.9 min Avg. Velocity = 0.56 fps, Avg. Travel Time= 12.5 min Peak Storages 209 cf @ 1.22 hrs Average Depth at Peak Storages 0.09' Bank-Full Depth= 0.50', Capacity at Bank-Full= 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 10.0 '/' Top Width= 15.00' Lengths 420.0' Slope= 0.0429 7 Inlet Inverts 598.00', Outlet Inverts 580.00' Reach 1R: Swale Hydrograph ■ Inflow | □ Outflowl 1.04 cfs Inflow Area-2.157 ac Avg. Flow Depth=0.09' r 0.90 cfs Max Vel=1.81 fps n=0.030 * L=420.0' S=0.0429 V Capacity=24.59 cfs ii 3 4 5 6 78 i i 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours)

Post Development West Orange C_03 01 12 n NJ DEP 2-hr NJDEP Rainfall=1.25" Prepared byTRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 74 Summary for Pond CB 1: CB #1 [57] Hint: Peaked at 577.37’ (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 14.940 ac, 23.84% Impervious, Inflow Depth = 0.36" for NJDEP event 9.18 cfs @ 1.22 hrs, Volume= 0.452 af 9.18 cfs @ 1.22 hrs, Volume= 0.452 af, 9.18 cfs @ 1.22 hrs, Volume= 0.452 af Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 577.37’ @ 1.22 hrs Device Routing Invert Outlet Devices #1 Primary #2 Primary 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 V 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 OutFlow Max=9.18 cfs @ 1.22 hrs HW=577.37' TW=0.00’ (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.18 cfs @ 3.99 fps) '—2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond CB 1: CB #1 Hydrograph o i \ i i Q 1ft r.fsj 9.18 cfs + i i 0 —6 35 i —1i — i — i — i — I I I I ---! ----1 ---i . — 1 -------- 1 --1 -1 ----1 ---T — 1 1 -1 --— i “— — i - -r “ — r r - ■i - j ~- > “- I- i - -" * f~— i — r — i — i — i — i — t ~ — r i i i i i - 1 i i i ii i i i r i*i i i- i t r ■ Inflow I l i l t i i i i i i i i i i i i I i i i < i i __i ] i jL . _l _ L _ J _I _ _L ___ ___'___ 1 _ i J J _1 L _ i U J Primary i| _ _ - 1 i i \ i i i > i i i i 1 1 i i 1 i i i i --- — I 1 i ! i i Ii i i i i i t i l l l i i i i' L— - - 4 ’ *— ■ 1 t i l l . 1 1 i i 1 —i - -- 1 — | Peak Elev=577.37' i.i i i i 4 ------------------ 4 . — — 1 --------i ii 1 It t i i i f * 1 /.* * •1 :• 1 * V 1 i.i • i i.i i _ _i __i ___i __i ___ . i i i i‘ i l i i . I i i i i ill l i i r i i i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 20 27 28 29 30 Time (hours) : i i 1 i 1 i i i i i i i i i i i 1 ____1 _________L _________1 _________ * i l i I 1 1 ; : ; : : . flfT.i j j| t in f f 0 i Inflow Area=14.940 ac —H l i i i i i i . i i i i i i i i i i i i i i i i i i i i i i i i i t i i i i i I . i I li J_

______L _________1 _________ * i l i I 1 1 ; : ; : : . flfT.i j j| t in f f 0 i Inflow Area=14.940 ac —H l i i i i i i . i i i i i i i i i i i i i i i i i i i i i i i i i t i i i i i I . i I li J_ ___ ______J______[__ ____ J __| _________ 1_J__: _______1 . 1 1 i t1 i i i1 i i i i i i i i i i i1 i i >1 i i i i i i i i i I I I I > 1 l . l 1 i i i i i i i i i i i i i i i — i ------------1 —|—,— i— t —r —i — i— r ------------T -----------r --i -------------1 * — — i i— -------------1 -- n - ~ r - H - i T ~ i i i i i i i i i i l l i l i i i i I 1 i i 1 t 1 i i i i t i i i l k i ■ i i i i i i i 1 i I i i i * i i _ _ L 1 _ J _ J . ^*-.1i i i l 1 l • i i i ill 1 i i i i i ( i » 1 1 - J i i i i i i L _______ __1 ______ _i___ . _l r i l i i I I I ! ----1 - ---t----— — — I I 1 t i l l ~ i i i i _ 1 r : ; t i i i i t i 1 i ,1 T —l —i — i ’ l l i i : i _ i : t •f ill i —

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 75 Summary for Pond Div Chamber: Diversion Chamber to Aqua-Swirl [57] Hint: Peaked at 592.71' (Flood elevation advised) 10.014 ac, 26.77% Impervious, Inflow Depth = 0.46" for NJDEP event 7.60 cfs@ 1.21 hrs, Volume= 0.382 af 7.60 cfs@ 1.21 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min 7.60 cfs@ 1.21 hrs, Volume= 0.382 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= 592.71' @ 1.21 hrs Device Routing #1 Invert Outlet Devices Primary 591.60’ 30.0" Round Culvert L= 88.0' Ke= 0.500 Inlet / Outlet lnvert= 591.60' / 588.00' S= 0.0409 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=7.60 cfs @ 1.21 hrs HW=592.71' TW=589.11’ (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.60 cfs @ 3.59 fps) Pond Div Chamber: Diversion Chamber to Aqua-Swirl 'I \ 7 60 r.fs 7.60 Cfs - Hydrograph ----i--- .--- 1---1------- !--- i ! I :---------------- i--- !------- !--- 1---i-----------l i l t I t ' i i i'ttiiiiiiit iiti ii iii Infirm/ ArpasIH Hid. ar i _ 5 I 4- — -- r- t i i i ti ti i i i i t i i » « 1 t t 0 1 2 3 45 : i ; i i t t i.t i i 30.0" F i found Culvert i i i i i i i n=0.020 1=88 O' • 1 i Peak Elev=592.71' i i 1 i t t I Inflow j Primary I i i i i i S=0.0409 T j;; j | j| 11> 1 . 1 I I 6 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) ; 1 1 1 1 , . I f 1 1 1 1 1 1 . 1 . 1 1 1 1 1 1 1 I i

Post Development West Orange C_03 01 12 NJ DEP 2-hr NJDEP Rainfall* 1.25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 76 Summary for Pond MH 12: MH 12 to Div Chamber [57] Hint: Peaked at 593.11' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 0.46" for NJDEP event 7.60 cfs @ 1.21 hrs, Volume= 0.382 af 7.60 cfs@ 1.21 hrs, Volume3 0.382 af, Atten=0%, Lag= 0.0 min 7.60 cfs @ 1.21 hrs, Volume3 0.382 af Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 593.11' @ 1.21 hrs Device Routing #1 Invert Outlet Devices Primary 591.70' 30.0" Round Culvert L= 10.0' Ke= 0.500 Inlet /Outlet Invert3 591.70'/ 591.60' S3 0.0100 7' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=7.60 cfs @ 1.21 hrs HW=593.1T TW=592.7T (Dynamic Tailwater) ^-1=Culvert (Outlet Controls 7.60 cfs @ 3.83 fps) Pond MH 12: MH 12 to Div Chamber Hydrograph i -i—r i ii i r i i I Inflow I Primary I V. fin cfs | : 7.60 cfs P ■ Inflow Area=10.014 ac Peak Elev=593.11' : i30.0" i i i i iii i i. —I _ _ r ’ "T I — J_ 1----- I ----- r - T _ 7 ~ - l -----------1 --- I ----- T " Round Culvert i» i n=0;020 t i i i i_ i i L-10.0i i . s ° - r - t - ~i r - r - 7 —i i _ j ' ■ r “ i * S=0.0100'/' •l i I I I I I. I I i i i t i t I I ^v’4.0 1 23 45 87 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) i n

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Page 77 Summary for Pond MH G: MH G to MH H [57] Hint: Peaked at 599.37' (Flood elevation advised) Inflow Area = = Inflow = Outflow Primary = 1.267 ac, 31.48% Impervious, Inflow Depth = 0.53" for NJDEP event 0.056 af Volume= 1.22 hrs, 1.43 cfs@ Atten= 0%, Lag= 0.0 min 0.056 af, Volume= 1.22 hrs, 1.43 cfs@ 0.056 af Volume3 1.22 hrs, 1.43 cfs @ Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.37' @ 1.22 hrs Device Routing #1 Primary Invert Outlet Devices 598.50’ 12.0" Round Culvert L3 159.0' Ke= 0.500 Inlet / Outlet Invert3 598.50' / 597.50’ S3 0.0063 '/’ Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=1.42 cfs @ 1.22 hrs HW=599.37' TW=598.06' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.42 cfs @ 2.64 fps) Pond MH G: MH G to MH H Hydrograph “l-- f-I-------!--- !--- 1--- A 1. 43 r.f 43 cfs i i i i i i i I t i i i Peak Elev=599.37' 1 12.0” t <lIIIIIIi: Round Culvert rV Y/ ! n=0.020 5 2 '/y. j I L=159.0' S=0.0063 V nr 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 | 9 Primary |