J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange C_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 78 Summary for Pond MH H: MH H to MH I [57] Hint: Peaked at 598.09' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 0.52" for NJDEP event 2.16 cfs @ 1.25 hrs, Volume= 0.098 af 2.16 cfs @ 1.25 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min 2.16 cfs @ 1.25 hrs, Vo!ume= 0.098 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 598.09' @ 1.25 hrs Device Routing Invert Outlet Devices #1 Primary 597.00' 12.0" Round Culvert L= 154.0' Ke= 0.500 Inlet / Outlet lnvert= 597.00’ / 595.50' S= 0.0097 ’/’ n= 0.020 Corrugated PE, corrugated interior Cc= 0.900 Primary OutFlow Max=2.16 cfs @ 1.25 hrs HW=598.09' TW=596.49' (Dynamic Tailwater) 1=CuIvert (Outlet Controls 2.16 cfs @ 3.16 fps) Pond MH H: MH H to MH I Hydrograph Inflow Primary i ?..1fi.f. 2.16 cfs Inflow t—mm : ii Peak • z m n=0.020 ! i L=154.0* S=0.0097 7' — 0 1 2 12. 0” Round Culvert ■i o LL ac Elev=598.09‘ ;!:;!!!!! % *2 Area=2.250 3 45 6 78 wmm 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) u

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 79 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH I: MH I to MH 12 [57] Hint: Peaked at 596.49' (Flood elevation advised) Inflow Area 3 Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 0.52" for NJDEP event 2.16 cfs @ 1.25 hrs, Volume= 0.098 af 2.16 cfs @ 1.25 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min 2.16cfs@ 1.25 hrs, Volume3 0.098 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 596.49'@ 1.25 hrs Device Routing #1 Invert Outlet Devices Primary 595.50* 12.0" Round Culvert L= 91.0' Ke= 0.500 Inlet / Outlet Invert3 595.50’ / 594.50’ S= 0.0110 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=2.16 cfs @ 1.25 hrs HW=596.49' TW=593.10' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.16 cfs @ 3.45 fps) Pond MH I: MH I to MH 12 Hydrograph /n I Inflow I j Primary | I o Ifi.rrf 2.16 cfs L . i _ J Peak Elev=596.49' m >XX 12.0" Y, Round Culvert P 3 2 Inflow Area=2.250 ac 4 n=0.020 L=91.0' S=0.0110 V 0 1 2 3 45 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)

Post Development West Orange C_03 01 12 NJ DEP 2-hrNJDEP Rainfall= 1.25" Printed 3/14/2012 Page 80 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 594.04' (Flood elevation advised) forNJDEP event 0.40" Impervious, Inflow Depth = 0.171 af 1.14 hrs, Volume= Lag= 0.0 min 0.171 af,Atten=0%, 1.14 hrs, Volume= 0.171 af 1.14 hrs, Volume= 5.076 ac, 24.87% 4.12 cfs @ 4.12 cfs @ 4.12 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= 594.04' @ 1.16 hrs Invert Outlet Devices Device Routing 592.80' 30.0" Round Culvert L= 7.0' Ke= 0.500 Inlet / Outlet lnvert= 592.80' / 592.70' S= 0.0143 '/’ n= 0.020 Corrugated PE, corrugated interior #1 Primary Cc= 0.900 Primary OutFlow Max=4.07 cfs @ 1.14 hrs HW=594.03’ TW=593.87' (Dynamic Tailwater) ^-1=Culvert (Outlet Controls 4.07 cfs @ 2.47 fps) Pond MH-11: MH-11 to MH-D Hydrograph ZLi 4 1? r.f 12 cfs ■ Inflow I B Primary | P-. Inflow Area=5.076 ac Peak Elev=594.04' !III .................................... 2 2 a ,0 1 2 — r - t - i— i- - - - - - - r —i' 1 30.0 •• Round Culvert 2 T I n-0.020 iiiiiii i L=7.0' r ~ i 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) — i T S=0.0143

Post Development West Orange C_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 81 Summary for Pond MH-14: MH-16 to CB #1 [57] Hint: Peaked at 589.11' (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, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min 7.60 cfs @ 1.21 hrs, Volume= 0.382 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 589.11'@ 1.21 hrs Device Routing #1 Invert Outlet Devices Primary 588.00' 30.0" Round Culvert L= 174.0' Ke= 0.500 Inlet / Outlet lnvert= 588.00' / 576.00* S= 0.0690 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=7.60 cfs @ 1.21 hrs HW=589.11' TW=577.37' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.60 cfs @ 3.59 fps) Pond MH-14: MH-16 to CB #1 Hydrograph ■ Inflow k B Primary | J 7 60 r.fs I 7.60 Cfs -1 L _ 1 _ J - - _ 1--- Inflow Area=10.014 ac Peak Elev=589.11' 30.0" - & _ 1 2 r Round Culvert n=0.020 L=174.0' S=0.0690 7’ 'i 0 1 2 3 45 6 78 mm 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours)

Post Development West Orange C_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 82 Prepared by TRC Engineers, Inc. HvdroCAD® 9,10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-D: MH-D to MH12 [57] Hint: Peaked at 593.90' (Flood elevation advised) 7.765 ac, 25.89% Impervious, Inflow Depth 3 0.44" for NJDEP event 0.284af Volume3 1.18 hrs, 5.57 cfs @ 0.284 af, Atten=0%, Lag3 0.0 min Volume3 1.18 hrs, 5.57 cfs @ 0.284af Volume3 1.18 hrs, 5.57 cfs @ Inflow Area = = Inflow = Outflow 3 Primary Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt3 0.01 h r s / 2 Peak Elev= 593.90' @ 1.19 hrs Invert Outlet Devices Device Routing 592.70' 30.0" Round Culvert L= 90.0' Ke= 0.500 Inlet / Outlet Invert3 592.70' / 591.70' S= 0.0111 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #1 Primary Primary OutFlow Max=5.56 cfs @ 1 . 1 8 hrs HW=593.90' TW=593.10' (Dynamic Tailwater) ■t-1=Culvert (Outlet Controls 5.56 cfs @ 3.50 fps) Pond MH-D: MH-D to MH12 Hydrograph i—r—;—r ,xn~7- . 1 ____ I ____ J L -------- I - I S 57 r.fs I 5.57 Cfs ^ - t—i—i—i—:—i—:—r -i—;—i—i—— - I ____ L _ J ------------1 ------ 1 ____l _ I I f I I In . i _____ i ____ i — i — 1 _ . iiiiiiiiii flow Area=7.765 ac Peak Elev=593.90' Round Culvert 4--- I---1--!---V - n=0.020 1 ‘ 1-t- ~ -1 I / 01 II L=90.0- S=0.0111 m mm\m I Inflow i Rrlmafy 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) U'pl* 1 ■m.

Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. HydroCAD® 9,10 s/n 06401 © 2009 HydroCAD Software Solutions LLC NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 83 Summary for Link 1L: Link from Part A Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth = 0.00" for NJDEP event 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs NJDEP Primary Outflow Imported from Post Development West Orange A_03 01 12~Link IL.hce Link 1L: Link from Part A Hydrograph I Inflow I i Primary | Inflow Area=1.432 ac NJDEP Primary Outflow Imported from Post Development West Orange A_03 01 127Unk IL.hce i i Area* 1.432 ac 40.59% Imperv. I nhn.r.f; 0.00 cfs £ o-Wt 0 1 2 3 45 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)

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 84 Summary for Link 3L: Link from Part B Inflow Area = Inflow = Primary = 2.316 ac, 21.40% Impervious, Inflow Depth = 0.46" for NJDEP event 1.71 c f s @ 1.25 hrs, Volume= 0.089 af 1.71 cfs @ 1.25 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs NJDEP Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 3L.hce Link 3L: Link from Part B Hydrograph A ■ Inflow 1 Primary 7-1..r.fsJ 71 cfs Post Development West Orangi *1 0 1 2 3 45 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 Area»2.31 Sac NJ DEP Primary Outflow Imported from 0) 011JTUnk 31,be* Area* 2.316 ac 21.40% Imperv. n

Post Development West Orange C_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 Page 85 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 4L: Link from Part B 5.076 ac, 24.87% Impervious, Inflow Depth = 0.40" for NJDEP event 0.171 af 1.14 hrs, Volume= 4.12 cfs @ 0.171 af, Atten= 0%, Lag= 0.0 min 1.14 hrs, Volume= 4.12 cfs @ Inflow Area = Inflow = Primary = Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs NJDEP Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 4L.hce Link 4L: Link from Part B Hydrograph ; A. I 4 1? r.fs i i ~ i 4.12 cfs 1 r i i 1 i i ----- 1-- 1---- !-----1---- —1------!----- 1----1---- 1----1 i * i i i i I i i i i 1 i r r i I i i i i • i i ! 1 1 1 i lt 1 i i i i i i i i t i i i i i 1 I i 1 i 1 i i t ( 1 t t i i 1 i f ■( i i i i i i i i i 1 | | I i • i i i 1 1 | 1 1 1 | i i l i i i NJDEP Primary Outflow ■ Imported from Post Development West Orange B_03 01 12~Link 4Lhce Areaa 5.078 ac i t i i I i 24.87% Imperv. i — if 1 1i|f! i i i i i i > ■ r - T ~ i i i i l i iii 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 i * i i t i i i i ) i i 1 i 0-t4T,r 1 2 3 45 6 7 8 t i i —r-* i l i i * i 1 0 t i 1 i 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) i l i 1 i 4 i 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 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 86 Summary for Link Discharge: Analysis Point A Inflow Area 3 Inflow = Primary = 15.609 ac, 22.82% Impervious, Inflow Depth = 0.35” for NJDEP event 9.30 cfs @ 1.22 hrs, Volume= 0.460 af 9.30 cfs @ 1.22 hrs, Volume3 0.460 af, Atten= 0%, Lag3 0.0 min Primary outflow = Inflow, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs Link Discharge: Analysis Point A 11 I flatl rfs Hydrograph 111 9.30 Cfs 1;., — J11 L 11 11 11 11 11 1l 11 1 1 _ ,1 -- ■ ”" " -- I I 1 1r 1i i i ri 1nfk >v Area==15 .6 09 ac ij ■ Inflow I □ Primary |

PSE&G West Orange Switching Station West Orange, NJ Stormwater Management Report Appendix F - AquaSwirl/AquaFilter Specifications TRC Engineers, Inc. March 2012