J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 59 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-11: MH-11 to MH-D [57] Hint: Peaked at 610.58' (Flood elevation advised) 5.076 ac, 24.87% Impervious, Inflow Depth = 6.92" for 100 yr event af 2.927 29.82 cfs @ 12.14 hrs, Volume= af, Atten= 0%, Lag= 0.0 min 2.927 29.82 cfs @ 12.14 hrs, Volume= af 2.927 29.82 cfs @ 12.14 hrs, Volume= 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= 610.58’ @ 12.18 hrs Device Routing Invert Outlet Devices 30.0” Round Culvert L= 7.0' Ke= 0.500 Inlet/Outlet lnvert= 592.807 592.70' S= 0.0143'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 592.80' #1 Primary Primary OutFlow Max=26.30 cfs @ 12.14 hrs HW=609.07' TW=607.83' (Dynamic Tailwater) A 1=Culvert (Inlet Controls 26.30 cfs @ 5.36 fps) Pond MH-11: MH-11 to MH-D Hydrograph —i—1----------i 1 . i i _ J____ 1___i _ J_____ 1___ __L-L_ ;1J i i i 1 1 t l 1 1 OQ no rfc 1 - 1 I 1------T r_ ___L i i 1 l 1 1 i < 1 29.82 cfs > ! 1 1--------1-----1-----i----- 1-----1-----!----- 1---- i----!__ l i____1___ •___I- ' - I_ _ t 1 1 1 1 i 1 t 1 1 1 l l l l l l l . i l i i i i i * i i 1 i w9 ' _L A P " 1 -1 Peak Elev=610.58* Y 30,0” % Round Culvert L _ J L _ J. _ J n=0 020 iiiii L=7,0V S=0.0143 V 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) B ■ Inflow | Primary |

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Page 60 Summary for Pond MH-14: MH-16 to CB #1 [57] Hint: Peaked at 594.27' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 7.14" for 100 yr event 52.94 cfs @ 12.18 hrs, Volume= 5.957 af 52.94 cfs @ 12.18 hrs, Volume= 5.957 af, Atten= 0%, Lag= 0.0 min 52.94 cfs @ 12.18 hrs, Volume= 5.957 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.27' @ 12.18 hrs Device Routing Invert Outlet Devices #1 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=52.94 cfs @ 12.18 hrs HW=594.27' TW=580.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 52.94 cfs @ 10.78 fps) Pond MH-14: MH-16 to CB #1 Hydrograph — — I — I — 1 1 1 1 i 1 i RQ QA , 52.94 Cfs &- r—\— i 1 i — i — i - 1 i i - - 4- - 4---------------1 - - J _ J _ I i i i i i i i t 234 I 1 1 ac I I 5 6 7 8 1 30.0" i i i i i i ’ i n=0 020 L=174.0' s= 0.0690 T 1 1 1 1 I i i i I 1 1 I I 1 1 1 1 1 1 1 1 I l l l 1 m mmmmm i|) ii ift i i i|i n i|t 1 1 1 i i i|-i n i|i n i ■ Inflow I B Primary | I i i . i • i I i Round Culvert i i i i 1 I ::T:i i mzmzmm i I P e<Sk Elev=594.27’ I i i _ J -------- I __ l _ _ l __ 1 _ 1 — i—i —i —i —i —; — i i i i ! 1 1 1 I i i i In fl<>vh ftrea=10.014 - - ---- I -----i i i ! frtrtjri1 1mTfrmftiTi|trri]‘i u i |1 n i| i u i| i u i|' 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) f f l 1

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared byTRC Engineers, Inc. Printed 3/14/2012 HvdroCAD® 9.1Q s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 61 Summary for Pond MH-D: MH-D to MH12 [57] Hint: Peaked at 609.15' (Flood elevation advised) 7.765 ac, 25.89% Impervious, Inflow Depth = 7.07" for 100 yr event 40.90 cfs @ 12.16 hrs, Volume= 4.573 af 40.90 cfs@ 12.16 hrs, Volume= 4.573 af, Atten=0%, Lag= 0.0 min 40.90 cfs @ 12.16 hrs, Volume= 4.573 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= 609.15' @ 12.18 hrs Device Routing #1 Invert Outlet Devices Primary 592.70' 30.0" Round Culvert L= 90.0’ Ke= 0.500 Inlet / Outlet lnvert= 592.70' / 591.70’ S= 0.0111 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=40.41 cfs @ 12.16 hrs HW=608.90' TW=605.25' (Dynamic Tailwater) 1=Culvert (Outlet Controls 40.41 cfs @ 8.23 fps) Pond MH-D: MH-D to MH12 Hydrograph —i-------------- 1—I— . r - T - . * _L . an qn r.fs I J —I 1111 ^ nn 40.90 cfs -- % -- —i—i—i—1—i------------------------- i -- 1 I ! 1 1 t Area=7.765 ac Pea k Elev=609.15' i i i i 30.0" _ _l — i • * • i i —■ + —i — i - i i i i i i m Round Guivert — >- - * —i - -t—i— i—• + —»—i — n-0.020 1=90.0' m -- --J - _ S=0i - 0111 7' _ i i _ J : i i . _■ i i , .i, . . 1 2345 I Inflow I I Primary | iJ_1 Inflow __ * i ■r~t~i‘ . L . i •_ J . 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

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared byTRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 62 Summary for Link 1L: Link from Part A Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth = 4.23" for 100 yr event 5.34 cfs @ 12.35 hrs, Volume* 0.505 af 5.34 cfs @ 12.35 hrs, Volume= 0.505 af, Atten= 0%, Lag* 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 100 yr Primary Outflow Imported from Post Development West Orange A_03 01 12~Link H.hce Link 1L: Link from Part A Hydrograph ■ Inflow B Primary 34 rf cfs 5.34 Inflow Area*1.432 ac 1 "1HJ yr Primary Outflow & 1 Imported from Poet Oevelopme nt Wo 01 01 ll-Uilk ILliuu •go ' i Area* 1.432 ac i 40.69% Imperv. H 1 I- - I + - _1 _ ___ L _ J _ i 1 _ J 2 l I mm l l|lll l|l ll l|l lll|lll l|lnipiii|Tinpiiip'ii rpn ip n ip n ip m'p nTpv»'|Trn 111 up n% i|iui|i ni|m ipni| 12 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) V -,n y *; ; \ i.-'W:<v-’ ,/V '. f'1 '$'} ;• :• piN .. r'v .-v • , n

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 63 Summary for Link 3L: Link from Part B Inflow Area = Inflow = Primary = 2.316 ac, 21.40% Impervious, Inflow Depth = 7.25" for 100 yr event 11.37 cfs@ 12.23 hrs, Volume= 1.399 af 11.37cfs@ 12.23 hrs, Volume= 1.399 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 100 yr Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 3L.hce Link 3L: Link from Part B Hydrograph I Inflow I j Primary | , I 11 37 rfs I | 11.37 Cfe r*1 Inflow Areaa2.318 ac 100 yr Primary Outflow Imported from. Post Development West grange B_03 01 12"Llnk 3L.hce i i i i . . Area3 2.318 ac 21.40% Imperv. r~i IQ- ■i m L _ J .-L_. -- i 01 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

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HydroCAO® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 64 Summary for Link 4L: Link from Part B Inflow Area = Inflow = Primary = 5.076 ac, 24.87% Impervious, Inflow Depth = 6.92" for 100 yr event 29.82 cfs @ 12.14 hrs, Volume= 2.927 af 29.82 cfs @ 12.14 hrs, Volume= 2.927 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 100 yr Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 4L.hce Link 4L: Link from Part B Hydrograph L _ L . L.L.J J _‘ — ‘-I— J— -J_ --1 I__ I _ J l-J -- I ?9 8? r.f 32r - r r 23 29.82 "— Cfs Y/j VPost Dev ola>m*nt West Ore nge 26 2422- 20 o 18- j_. S 16rr- 1210- % 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) ac )0 yr* Primary Outflow 1 Imported from 0J0112-fUnli 4Lhce _ _ l Area* 5.078 ac. » 24.87% Imperv. ■ Inflow j O Primary |

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Prepared by TRC Engineers, Inc. Page 65 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.609 ac, 22.82% Impervious, Inflow Depth = 6.68" for 100 yr event 8.685 af 75.50 cfs @ 12.16 hrs, Volume= 8.685 af, 75.50 cfs @ 12.16 hrs, Volume= Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, Atten= 0%, Lag= 0.0min dt= 0.01 hrs Link Discharge: Analysis Point A Hydrograph 75.50 cfs I Inflow I j Primary | r T I 7fi fin r Inflow Are 15 609 ac _ L r"t i— _ 50u. 45* 4035- 1510- met * 1 2 3 45 67 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) J

Post Development West Orange C_03 01 12 NJ DEP 2-hr NJDEP Rainfall= 1.25" Prepared byTRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAO Software Solutions LLC Printed 3/14/2012 Page 66 Summary for Subcatchment 1: PO-DA 1 Runoff = 0.76 cfs@ 1.28 hrs, Volume= 0.036 af, Depth= 0.32" 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 * 11,168 38,971 8,088 98 79 78 Impervious, HSG D Woods/grass comb., Good, HSG D Meadow, non-grazed, HSG D 58,227 47,059 11,168 83 79 98 Weighted Average 80.82% Pervious Area 19.18% Impervious Area Tc (min) Length (feet) 16.9 150 0.0270 0.15 1.3 270 0.0520 3.42 18.2 420 Total Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 1: PO-DA 1 Hydrograph ---- I -- j 0.76 cfs 0.750.65- m £ 0.6- 2 0.7 — i—lx —i — ---I---- l - 0.450.4- % 1 _I__J _ tl 0.350.3 0.250.2- - -i----- 1---- -- I---l 0.15t > i . l--s---- »_ l > I 0.1 0.05 01 234 567 _ L-- 1-- NJ DEP 2-hr NJDEP •r iii Rainfall=1.25' Runoff Area=58,227 sf Runoff Volume=0.036 af Runoff Depth=Q.32M Flow Length=420' i i i i i i i Tc=18.2 min CN=79/98 - t - "i - 0.55i 0.5- iiii .1----X _ J-------I----L I I -I-- -t - 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 67 Prepared by TRC Engineers, Inc. HydroCAP® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2: PO-DA 2 0.009 af, Depth= 0.15" 0.17 cfs@ 1.33 hrs, Volume= Runoff = Runoff by SCS TR-20 method, UH=SCS, Split NJ DEP 2-hr NJDEP Rainfall=1.25" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * * * 0 0 9,261 19,890 98 Impervious, HSG D 98 Gravel road, HSG D 80 Grass, Good, HSG D 78 Meadow, non-grazed, 29,151 29,151 79 Weighted Average 100.00% Pervious Area 79 Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) 12.1 120 0.0400 0.17 0.3 75 0.0600 3.67 Shallow Concentrated Flow, 1.9 140 0.0070 1.25 Shallow Concentrated Flow, 1.2 130 0.0150 1.84 1.7 360 0.0540 3.49 0.4 190 0.0100 7.20 HSG D Capacity (cfs) Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Grassed Waterway Kv= 15.0 fps Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 22.62 Pipe Channel, Culvert to Discharge 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 17.6 1,015 Total

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 68 Subcatchment 2: PO-DA 2 Hydrograph 0.1 0.1 0.' 7 cfs 0.17 0.16 0.15 0.14 0.13 1 0.12 I 2 NJ DEP 2-hrNJDEP ! RainfaN-1.25" unoff Area=29,151rsf noffVolume=0.009 af Runoff Depth=0.15" III Flow Lengths ,015’ l #l I II I I *T Tc=17.6i imin r CN=79/0 I Ru 42 0.11 0.1 o 0.09 0.08 0.07 0.06 0.05 0.04 0.03 I I I I I ! ■ I I i 0.02 0.01 hwmm, 567 w 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) l