J_2024 05 09_West Orange Stormwater Management Plan

Pre-Development West Orange with ponds 2 NJ DEP 2-hr NJDEP Rainfall= 1.25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Printed 3/4/2012 Page 77 Summary for Subcatchment 9B: EX-DA 9B Runoff = 1.03 cfs @ 1.42 hrs, Volume= Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall=1.25" UH=SCS, Split 0.061 af, Depth= 0.70" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * * 24,703 670 20,336 98 Impervious, HSG D 91 Gravel, HSG D 85 Yard stone, HSG D 45,709 21,006 24,703 92 Weighted Average 85 45.96% Pervious Area 98 54.04% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) 30.0 150 0.0070 0.08 Sheet Flow, Yard Stone 1.0 160 0.0190 2.80 Shallow Concentrated Flow, 31.0 310 Total h Description (cfs) n= 0.250 P2= 3.42" Paved Kv= 20.3 fps Subcatchment 9B: EX-DA 9B Hydrograph -i-------- 1----- i------ :----- •------ r -!—i---------- 1—r r 1.03 cfs NJ DEP 2-hr NJDEP ; Rainfall=1.25" Runoff Area=45,709 sf HuiddfHv'olume=0.0$1! af Runoff Depth=0.70V Flow Length=310' Tc=31.0 min CN=85/98 a 23 4 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) dt= 0.01 hrs

Pre-Development West Orange with ponds 2 NJ DEP 2-hrNJDEP RainfalM .25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 78 Summary for Reach 10R: CB-3 to CB-1 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = Inflow = Outflow = 1.072 ac, 34.07% Impervious, Inflow Depth = 0.55" for NJDEP event 0.86 cfs @ 1.41 hrs, Volume= 0.049 af 0.86 cfs @ 1.42 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.39 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.61 fps, Avg. Travel Time= 0.9 min Peak Storage= 22 cf @ 1.42 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00', Capacity at Bank-Full= 5.95 cfs 12.0" Round Pipe n= 0.025 Corrugated metal Length= 140.0' Slope= 0.1030 7 Inlet lnvert= 592.92', Outlet lnvert= 578.50' Reach 10R: CB-3 to CB-1 Hydrograph — I Inflow I J 0.9S-fl n flfi.C ____I____L - L . 4 - J __________________________1 - J . - J _______I ___l _ _ l ___L 0.86 cfs r - t 0.75 0.655 r i— r - r • * i i i l l - , - , i a i i . i , i i i * -1--i~-i-T'r-i-i--i--rT-r-Tv-i—i--r-r-T-rrTT-r-i»>w - t S 0.55 0.55 0.45 -r-j- J - J . _ .i 0.35-: ^ .1 i-j - 4 - - I ---- 0.2. Round Pipe n—0.025 i- L=140.0’ U-l._i-J-J__l--l--L-i-J.J-. —i. -i .„1 0.25-: A11 • i i i 0.6-: 0.4-= - i ---1 -----I . Inflow Area-1,072 ac Avg. Flow DeptK=Q.26; Max Vel=5.39 fps 0 80.755 _ iilI-IiIj: is=o.to3o; ^ r Capacity=5.95 cfs • - 4 ---- I - - 0.15 I - -I - -I - - 0.10.055 0 1 234 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) - I Outflow!

Pre-Development West Orange with ponds 2 NJ DEP 2-hr NJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. Printed 3/4/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 79 Summary for Reach 11R: Surface Swale Inflow Area = Inflow = Outflow = 1.049 ac, 54.04% Impervious, Inflow Depth = 1.49" for NJDEP event 4.45 cfs @ 1.14 hrs, Volume= 0.131 af 4.31 cfs @ 1.16 hrs, Volume= 0.131 af, Atten= 3%, Lag=1.2min Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 2.93 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.82 fps, Avg. Travel Time= 5.1 min Peak Storage= 368 cf @ 1.16 hrs Average Depth at Peak Storage= 0.21* Bank-Full Depth= 0.50’, Capacity at Bank-Full= 23.76 cfs 5.00' x 0.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 '/' Top Width= 15.00' Length= 250.0' Slope3 0.0400 V Inlet Invert3 590.00', Outlet Invert3 580.00' Reach 11R: Surface Swale Hydrograph I Inflow | I Outflow! 4.45 CfS .31 cfs I ---- mr1 *■ Inflow Area=1.049 ac Avg. Flow Depth=0.21’ Max Vel=?.93 fps n=0.030 i L=250.0 I r }. - S=0:0400T Capacity=23.76 cfs 1- \ot ? 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Pre-Development West Orange with ponds 2 NJ DEP 2-hr NJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 80 Summary for Reach 13R: Swale Inflow Area = Inflow = Outflow = 2.404 ac, 2.87% Impervious, Inflow Depth = 0.20" for NJDEP event 1.20 cfs @ 1.16 hrs, Volume= 0.040 af 1.06 cfs @ 1.21 hrs, Volume= 0.040 af, Atten=12%, Lag= 3.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 1.91 fps, Min. Travel Time= 3.7 min Avg. Velocity = 0.58 fps, Avg. Travel Time= 12.0 min Peak Storage= 232 cf @ 1.21 hrs Average Depth at Peak Storages o.09’ Bank-Full Depths o.50', Capacity at Bank-Full= 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 '/' Top Widths 15.00' Lengths 420.O' Slope= 0.0429 7 Inlet Inverts 598.00', Outlet Inverts 580.00' Reach 13R: Swale Hydrograph A ■ Innow I 1.20 cfs □ Outflow! Inflow Area=2.404 ac Avg. Flow: bepth=b.09* Max Vel=1.91;fp^ i i i i i i i i n=0;030 .06 cfs JO'S M : i M i L>420.0! i i i j j i S-0;0429: V' ; Capacity=24.59 cfs z 0 1 2 34 5 678 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/4/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 81 Summary for Reach 15R: CB-5 to CB-4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = Inflow = Outflow = 0.464 ac, 86.67% Impervious, Inflow Depth = 0.92" for NJDEP event 1.20 cfs @ 1.11 hrs, Volume= 0.036 af 1.20 cfs @ 1.12 hrs, Volume= 0.036 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 4.76 fps, Min. Travel Time= 0.9 min Avg. Velocity = 2.10 fps, Avg. Travel Time= 1.9 min Peak Storages 62 cf @ 1.12 hrs Average Depth at Peak Storages 0.36' Bank-Full Depths 1.00', Capacity at Bank-Full= 4.39 cfs 12.0" Round Pipe n= 0.025 Corrugated metal Lengths 245.0' Slope= 0.0561 7 Inlet Inverts 610.00', Outlet Inverts 596.25' © Reach 15R: CB-5 to CB-4 Hydrograph Zi t 1 l 1.20 cfs 1.20 cfs F 1- • ( 1 1 I 1 1 1 • • 1 • / * 56 I 1 1 1 1 _ • • 1 « 1 1 1 1 1 1 i 1 1 I 1 1 _ 1 1 1 1 1 1 1 1 t ____________ 1 J 1 1 1 l | i | 1 i i | i t 1 % l l t t » I • | i i i i i • i i i | i | 1 • 1 / • 1 1 1 1 ____ \____ L / • ♦ 1 i l | 1 | | i • | i t 1 1 t 1 1 1 1 1 4 4 1 1 I • 1 4 I 89 1 1 1 l l l 1 1 • l i t 1 i i • i i i • 1 l i 1 1 1 1 1 1 4 1 1 1 1 • 4 4 1 i i i ( i 1 1 1 4 4 . i | 1 i « 1 1 I 1 1 I 1 1 i 1 1 1 4 1 1 | 1 1 1 1 4 1 --- 1 --- . I I 1 1 1 1 . i I . I 1 1 1 1 f . 1 l | 1 . 1 1 1 1 . 1 1 1 1 ______________ L i j i i i l • i i i 1 i i i i -------------------------------- . i | | 4 • 1 1 1 • 4 I t 1 1 1 1 1 1 l 1 I 1 1 1 1 1 -------4 4 1 1 I Inflow i Outflow Inflow Area=0.464 ac Avg. Flow Depth=0.36' Max Vel=4.76 fps 12.0” Round Pipe n=0.025 L=245.0' S=0.0561; 7* Capacity=4.39 cfs ______________ l • 1 1 1 4 4 I ---------1 1 I 1 1 i t i i i i i i i i i i . 1________ 1 i i i i i i i i i i i i i ______________ i i i r i i i l l i ■ i i i i i i i i 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i i i i i i i i i i i i i i i i i i i i

Pre-Development West Orange with ponds 2 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared b y T R C Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 82 Summary for Pond 10P: CB-2 to CB-1 [57] Hint: Peaked at 593.86' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = Secondary = 8.995 ac, 28.42% Impervious, Inflow Depth = 0.41" for NJDEP event 6.70 cfs @ 1.12 hrs, Volume= 0.307 af 6.70 cfs @ 1.12 hrs, Volume= 0.307 af, Atten= 0%, Lag= 0.0 min 3.83 cfs @ 1.12 hrs, Volume= 0.269 af 2.87 cfs @ 1.12 hrs, Volume= 0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 593.86’ @ 1 . 1 2 h r s Invert Outlet Devices Device Routing 12.0" Round Culvert 590.00' #1 Primary L= 330.0’ CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet lnvert= 590.00' / 578.00' S= 0.0364 7 Cc= 0.900 n= 0.025 Corrugated metal 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2 Secondary 593.75' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.83 cfs @ 1.12 hrs HW=593.86' TW=577.32' (Dynamic Tailwater) ■1=Culvert (Barrel Controls 3.83 cfs @ 4.88 fps) Secondary OutFlow Max=2.87 cfs @ 1.12 hrs HW=593.86' TW=590.19' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.87 cfs @ 0.84 fps) Pond 10P: CB-2 to CB-1 Hydrograph — i -T i --- i W\ ■ 7- 1 ! i i ' i 1 “ _ i T r i i l ■ “ i ' 1 i ' 3.83 cfs □I i -1 i i i — 1 i --------------------- 1 — i i 1 i i i i t i i r t • i i i i i _ i _ i ___ i i i i i i“ i 1 i » » i “ i i i - J 1 1 1 1 I 1 1 1 1 1 ■ i --------- 1 ---—1 1 1 1 1 i i i i J -- 1 1 1 -- 1 1 --- 1 1 1 1 Inflow Are ra=8. 995 ac ! Peak Elev-593.86' i i i 6- --1 i - | 1 | 1 1 1 1 - J _1 1 | - 1 1 1 | 1 1 I 1 . 1 ____________ , l _ 1 1 1 1 1 1 i i t i i i 1 1 1 1 1 i i t i _ ! i _ i . 1 . i i - 87 c fs i— c mKB A i i t 4- 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) r i i -- 1 ■ Inflow □ Outflow ■ Primary ■ Secondary

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. NJ DEP 2-hr NJDEP Rainfall=1.25" Printed 3/4/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 83 Summary for Pond 12P: (new Pond) [57] Hint: Peaked at 577.45’ (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = Secondary = 15.341 ac, 24.96% Impervious, Inflow Depth = 0.41" for NJDEP event 10.02 cfs @ 1.18 hrs, Volume= 0.530 af 10.02 cfs @ 1.18 hrs, Volume= 0.530 af, Atten= 0%, Lag= 0.0 min 10.02 cfs @ 1.18 hrs, Volume= 0.530 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= 577.45’ @ 1.18 hrs Device Routinq Invert Outlet Devices #1 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 n= 0.011 Concrete pipe, straight & clean #2 Secondary '/' Cc= 0.900 100.0' long x 20.0' breadth Broad-Crested Rectangular Weir 580.00' 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=10.02 cfs @ 1.18 hrs HW=577.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.02 cfs @ 4.10 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=576.00’ TW=0.00’ 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) cfs) (Dynamic Tailwater) Pond 12P: (new Pond) Hydrograph .1. 10 09 rfs I no 1CLQ2 —1 f—1—I—1—i • i i 1 l 1 i i i i ~i i~ ”*l** ”t" ~i 1 i i i i~ l 10.02 cfs l l i 1 1 1 < i” ~l" 1 1 i i i 1 i 1 1 i ”l t 1 i i ii i i i i 1 O 6- ; t 1 i 1 i 1 l 1 i 1 1 1 • 1 1 1 r i i i l i 1 1 1 i i i 1 1 1 1 1 1 i i i i t “ ~ i 1 1 1 1 1 • 1 1 I 1 I 1 1 1 1 1 ■ 1 ■ 7 7 7 ' : T r 777 : 1 • > > 1 1 1 S 1 1 1 1 1 ( 1 1 1 1 1 1 - i i • “ i i i i i — r • — < i — i i 1 1 1 1 1 :1 i i r r i » r « _ i 1 i i l t i i _ i i ■ Inflow □ Outflow SI Primary M Secondary 1 _ " I 1 1 _ 1 i I 1 1 1 1 t i ~ i • 1 • 1 1 t i i 1 i 1 1 i ii 1 l 1 1 i 1 1 l 1 l 1 1 i 1 1 1 1 _ ~ 1 1 • i l 1 I 1 i i * "T r l 1 1 1 ac 1 nflc>w Are a-15.341 Peak E :lev=577.45’ 1 1 i 1 l 1 i 1 • 1 1 ; ; I ___ l _ 1 ______ 1 i i 1 1 1 1 1 _ 1. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

1 1 1 ac 1 nflc>w Are a-15.341 Peak E :lev=577.45’ 1 1 i 1 l 1 i 1 • 1 1 ; ; I ___ l _ 1 ______ 1 i i 1 1 1 1 1 _ 1. 0 1 2 3 4 5 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) _ m 0.00 cfs ]

Pre-Development West Orange with ponds 2 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 84 Summary for Pond 15P: Yard Area Ponding [57] Hint: Peaked at 599.04' (Flood elevation advised) [62] Hint: Exceeded Reach 15R OUTLET depth by 2.60' @ 1.35 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 6.124 ac, 27.47% Impervious, Inflow Depth = 0.44" for NJDEP event 4.67 cfs @ 1.22 hrs, Volume= 0.222 af 4.67 c f s @ 1.22 hrs, Volume= 0.222 af, Atten= 0%, Lag= 0.0 min 3.18 cfs @ 1.37 hrs, Volume= 0.191 af 1.92 cfs @ 1.22 hrs, Volume= 0.032 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.04' @ 1.22 hrs Device Routing Invert #1 Primary 594.92' Outlet Devices 12.0" Round Culvert L= 220.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet lnvert= 594.92'/ 590.25’ S= 0.02127' Cc= 0.900 n= 0.025 Corrugated metal #2 Secondary 599.00' 100.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.75 cfs @ 1.37 hrs HW=598.98' TW=593.77' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.75 cfs @ 3.50 fps) Secondary OutFlow Max=1.92 cfs @ 1.22 hrs HW=599.04' TW=590.19' (Dynamic Tailwater) ^-2=Broad-Crested Rectangular Weir (Weir Controls 1.92 cfs @ 0.49 fps)

Pre-Development West Orange with ponds 2 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared b y T R C Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 85 Pond 15P: Yard Area Ponding Hydrograph ./T: , J 4 R7 rfs >j 4.67 cfs Inflow Area=6.124 ac Peak Elev=599,04' Flow (cfs) 3.18 cfs 1.92 cfs ...................................... ..................... I" "I............................................................................................. . 0 1 2 3 4 5 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) ■ Inflow C3 Outflow ■ Primary M Secondary