J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hr NJDEP Rainfall= 1.25" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 1C: 1C Runoff = 0.33 cfs @ 1.12 hrs, Volume= Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall*! .25“ UH=SCS, Split 0.010 af, Depth= 0.53" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 4,402 5.534 98 Impervious, HSG D 78 Meadow, non-qrazed. 9,936 5,534 4,402 87 Weighted Average 78 55.70% Pervious Area 98 44.30% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) 0.6 50 0.0300 1.46 0.4 92 0.0666 3.87 HSG D Description (cfs) Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 142 Total, Increased to minimum Tc = 6.0 min Subcatchment 1C: 1C Hydrograph .33 cfs 0.32 0.3 ' ,L-1-J_ __L-L U-.tr 0.23 __L'_2.. 0.26 0 24 0.22 ---- 1 —» 0.2 5 0.18 u. 0.16 .-. 3.14 0.12 0.1 9 33 9.06 3 04 0.02 rTi NJ DEP 2-hr NJDEP Rainfall=1.25" Runoff Area=9,936 sf Runoff Volume=0.010 af Runoff Depth=0.53" Flow Length=142' Tc=6.0 min CN=78/98 - 1 ■w ■ -U-L I 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

Post Development West Orange A_03 01 12 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 54 Summary for Subcatchment 3A: PO-DA 3 Runoff = 0.57 cfs @ 1.21 hrs, Volume= Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall=1.25" UH=SCS, Split 0.023 af, Depth= 0.58" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * 10,141 10,571 98 Gravel road, HSG D 78 Meadow, non-grazed, HSG D 20,712 10,571 10,141 88 Weighted Average 78 51.04% Pervious Area 98 48.96% Impervious Area Tc (min) Length (feet) 13.8 100 Slope Velocity Capacity (ft/ft) (ft/sec) Description (cfs) Sheet Flow, 0.0200 0.12 Grass: Dense n= 0.240 P2= 3.42" 0.5 92 0.0400 3.00 0.2 50 0.0200 4.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Pipe Channel, 5.94 15.0" Round Area=1.2sf Perim= 3.9' r=0.31' n= 0.020 Corrugated PE, corrugated interior 242 14.5 Total Subcatchment 3A: PO-DA 3 Hydrograph n—;—i—i—i—r -- *1 I'i.i.rrh' ► “ 4 —1 0.57 cfs 1; : : I i urn ** - - - - - “i—i—i—r - - ► - 4 - H ---- I - - h - - 4 — -1— I-- - » • - 4 - 4 -------I ------1 - - • - 4 ------ U — 4 - 05 0.45 - -4 - 0.4- I_u - t _ J « 0.350.3- ) --- 4 - H --------- —I--------i- . 0.55- 4-----------I - - - _i 0.25 NJ DEP 2-hr NJDEP Rainfa 11=1.25" RunoffArea=20,712 sf Runoff Vplume=0.023 af Runoff Depth=0.58" 1 Flow Length=242' Tc=14.5 min I 1 » 4 CN=78/98 ----L_i--------- I___ ____l ____ ( ____ 1 _ J _______ _ _l_ _ 0.2L . L - J ___ __ L _ 1____ I___I__ L _ 1____ L _ L _ 1 __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ l ___ L _ 1 _ _ _ _ _ _ _ _ I _ _ _ _ __ _____ ___ 0.15__ I___1____ I___ ____ I ____1 ______ I __________________________________I ________________ ( ________________ i . _ J ___________ 0l -- A 0.05234 56 7 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)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hr NJDEP Rainfall= 1.25" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 3B: 3B Runoff = 0.49 cfs @ Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall=1.25" 1.11 hrs, Volume= UH=SCS, Split 0.015 af, Depth= 0.72" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * 5,785 1,111 3.792 98 98 78 Impervious, HSG D Gravel Road, HSG D Meadow, non-qrazed, 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) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 1.3 100 0.0150 1.27 0.8 150 0.0400 3.00 2.1 250 Total, 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 / 49 cfs 0.45--4 0.4- 0.35 ■S 0.3- NJ DEP 2-hr NJDEP Rainfall=1.25" Runoff Area=10,688 sf Runoff Volume=0.015 af Runoff Depth=0.72" r — Flow Length=250' Tc=6.0 min CN=78/98 "i— t “ i —i— r - T - t —»— i— 2 0.25- 0.2- 0.15 . l i •* . i _ 01■ 0.05- 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 Tima (hours) j ________i __________ l _ i. . j _

Post Development West Orange A_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 56 Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow Depth = 0.58" for NJDEP event 0.57 cfs @ 1.21 hrs, Volume= 0.023 af 0.00 cfs@ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume3 0.000 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af Inflow Area = 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= 604.01'@ 2.85 hrs Surf.Area3 992 sf Storage3 992 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) 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 Device Routing #1 Primary Inc.Store Cum.Store (cubic-feet) (cubic-feet) 0 328 911 1,257 Invert 601.00’ #2 #3 Device 1 Device 2 603.50' 604.50' #4 Secondary 604.75' •>.• 0 328 1,239 2,496 Outlet Devices 15.0" Round Culvert L3 140.0' Ke= 0.500 Inlet / Outlet Invert3 601.00' / 600.00' n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C3 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads S3 0.0071 7 Cc= 0.900 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=0.00 cfs @ 0.00 hrs HW=602.50' TW=596.25' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 3.97 cfs potential flow) ^-2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=602.50' TW=596.25' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 57 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basinl: Basin 1 Hydrograph r - r zlJ -------------1 Xr- 0.57 cfs | ; 06 _ L _ l# W I r r i £ 3,55- t .j.j.j - r - i . j - j - . - i - j - i . t - i - i - L . a 0.5- 1 __ ■ • - Inflow Area=0.475 ac Peak Elev=604.01’ Storage=992 cf 0 45 0.4- 3.353.33.25. j . J . . 0.2- 0.15- pj..(inar.f 22 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) • ■ Innow □ Outflow ■ Primary a Secondary

Post Development West Orange A_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 58 Summary for Pond Basin2: Basin 2 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.721 ac, 54.26% Impervious, Inflow Depth = 0.24" for NJDEP event 0.49 cfs @ 1.11 hrs, Volume3 0.015 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af, Atten= 100%, Lag3 0.0 min 3 0.00 cfs @ 0.00 hrs, Volume 0.000 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 597.60' @ 2.34 hrs Surf.Area3 656 sf Storage3 637 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 4,191 cf Custom Stage Data (Prismatic)Listed below (Recalc) 596.25' Elevation Surf.Area (feet)(sq-ft)(cubic-feet)(cubic-feet) 319 536 878 1,335 2,565 596.25 597.25 598.25 599.25 600.25 Inc.Store Cum.Store 0 428 707 1,107 1,950 0 428 1,135 2,241 4,191 Device Routing Invert Outlet Devices #1 Primary 594.00' 12.0" Round Culvert L= 78.0' Ke= 0.500 #2 #3 Device 1 Device 2 597.50' 598.00' #4 Secondary 598.50' Inlet / Outlet Invert3 594.00' / 592.00' S= 0.0256 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C3 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=0.00 cfs @ 0.00 hrs HW=596.25' TW=592.00’ (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.21 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.25' TW=592.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Post Development West Orange A_03 01 12 Prepared byTRC 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 59 Pond Basin2: Basin 2 Hydrograph .ZC 0.49 cfs • • 1 f I * 1 « 1 1 1 1 1 » 1 1 1 1 t i l l i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 | | | 1 — 1— : — ; — i — p — i — r i i v ' i — i — i — r— !— i — i i i i i i i i iii i i i i • i t r t t |I t i i 1 i i i i i i r t i i • i i i i i i r t i i i i i » • • Inflow Area=0.721 ac | | Pe^k EI6V=597.60^ Storage=637 cf 1 1 ■ Inflow • r ~ □ Outflow ■ Primary B Secondary r I r ; i i 4* 1 1 — - . i • i t j : 4 . J . J.J-J.J. 4 - 4 — 1 1 1 1 1 1 1 1 1 1 • I J . J . J _ J _ _i _ 1 1 « 1 « 1 - J - J - J - J - J - i - J _ J i 1 1 _ l 1 1 1 1 i 1 . J l i . - Ji . 1 1 1 1 1 1 l 1 1 i _ 1 1 1 1 _ l 1 l 1 l i < 1 t"i l i . . i i i i i • • i >•-)- 1 1 • 1 1 1 1 1 1 1 • l 1 1 1 i l 1 i 1 1 l 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 ' l 1 1 1 . t , 1 1 1 1 i i i 1 i i 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 | t 1 • i • T ' 1 II 1 ” i i i _ J . i i l i _ i _ 1 1 i i i 1 1 - i i i 1 _ L 1 i _ l 1 i 1 : i I i ' • L | i i l i i i i I i 1 i i i 1 i 1 i l i i i t i i i i i i i i "1 ILCLQft .J. n QQ-c 0.00 cfs i l - k - 4 1 1 1 1 1 1 1 1 H II i 1 i 1 1 i 1 1 1 1 - l • i — f 1 1 1 1 i 1 1 • J i - i i mm 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) i i . - -r--

Post Development West Orange A_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 Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 0.13" for NJDEP event 0.33 cfs @ 1.12 hrs, Volume= 0.010 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten=100%, Lag3 0.0 min 3 0.00 cfs @ 0.00 hrs, Volume 0.000 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= 592.40' @ 2.34 hrs Surf.Area3 1,173 sf Storage3 441 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert Avail-Storage Storage Description #1 592.00' 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation (feet) 592.00 593.00 594.00 595.00 Device #1 Routing Primary Surf.Area (sg-ft) 1,026 1,392 2,181 2,873 Invert 590.50' #2 #3 Device 1 Device 2 593.50' 594.50' #4 Secondary 594.75' Inc.Store (cubic-feet) 0 1,209 1,787 2,527 Cum.Store (cubic-feet) 0 1,209 2,996 5,523 Outlet Devices 15.0" Round Culvert L= 47.0* Ke= 0.500 Inlet / Outlet Invert3 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=0.00 cfs @ 0.00 hrs HW=592.00' TW=587.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 5.53 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.00' TW=587.00' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Page 60

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hr NJDEP Rainfall=1.25" Printed 3/14/2012 HydroCAD® 9,10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 61 Pond Basin3: Basin 3 Hydrograph 0.33 cfs r I ' T V 1 ‘ T 1 ‘ 1 - 1 ■ T * T ' 1 — 4 - 4 — 4 — r - r - r » r ^ r - r - r - r — -i • I i l I i i I I I I 0.36 - - 1 - 4 ------I — - J 4 — 4 - 4 0.34-T 0.32-1 '//m m 0.3-.I 0.28 . ' 3,26 i i r-r-r r - r *: i i < J. j _ ' - 4 i— r Inflow Area=0.949 ac ;i;Peak;Eley=592.40" I i : Storage=441 cf ' i . • - U - U L _ *----L •/ 'XA 3.24 ' i s °- 2 2 ^ t3 0.2-: *r-r-r i - i * 0.18^1 T 0.16 rr l_t___' _ 1 0.14-' - J _ J 'l* . 0.12*: 0.14 — r - r - r - T - r - p 0.08-J iii iii i i i r i 0 06 n a o nn rfc 0.00 cfs 0-)M 01 mmmm mmmmmmmmzzz ^MPPPPPIIIliPi ii 111 ii||||ll lip|j|B||ipipPpB|BPiPiPil ilii| iiJl^ 23456789 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) r ■ Inflow El Outflow ■ Primary ■ Secondary

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin4: Basin 4 Inflow Area = Inflow = 3 Outflow Primary = Secondary = 1.146 ac, 46.51% Impervious, Inflow Depth = 0.05" for NJDEP event 0.17 cfs@ 1.13 hrs, Volume= 0.005 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume3 0.000 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 587.22' @ 2.34 hrs Surf.Area3 1,109 sf Storage3 228 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert #1 587.00' Elevation (feet) 587.00 588.00 589.00 590.00 Device #1 Routing Primary Avail.Storage Storage Description 5,305 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 1,002 1,498 2,015 2,582 Invert 585.00' #2 #3 Device 1 Device 2 588.50' 589.50' #4 Secondary 589.75' Inc.Store (cubic-feet) 0 1,250 1,757 2,299 Cum.Store (cubic-feet) 0 1,250 3,007 5,305 Outlet Devices 15.0" Round Culvert L= 37.0' Ke= 0.500 Inlet / Outlet Invert3 585.00’ / 584.00' S= 0.0270 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 C3 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=0.00 cfs @ 0.00 hrs HW=587.00' TW=582.00' (Dynamic Tailwater) 1 =Culvert (Passes 0.00 cfs of 6.92 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) 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) Page 62