J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 19 Summary for Pond MH-D: MH-D to MH12 [57] Hint: Peaked at 594.69' (Flood elevation advised) 7.765 ac, 25.89% Impervious, Inflow Depth = 2.12" for 2 yr event 12.23 cfs@ 12.16 hrs, Volume= 1.369 af 12.23 cfs @ 12.16 hrs, Volume= 1.369 af, Atten= 0%, Lag= 0.0 min 12.23 cfs @ 12.16 hrs, Volume= 1.369 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= 594.69' @12.18 hrs Device Routing #1 Primary Invert Outlet Devices 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=12.19 cfs @12.16 hrs HW=594.69' TW=593.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.19 cfs @ 4.00 fps) Pond MH-D: MH-D to MH12 Hydrograph 19 99 12.23 cfs 1312-. 11 10 V. 9- 5 8_ 1 2 34 56 7 ■ Inflow □ Primary Inflow Area=7.765 ac Peak Elev=594.69' 30.0" ; J Round Culvert n=0.020 L=9q.O’ S=0.0111 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 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 2 yr Rainfall=3.42" Printed 3/14/2012 Page 20 n Summary for Link 1L: Link from Part A Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth = 0.00" for 2 yr 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 2 yr Primary Outflow Imported from Post Development West Orange A_03 01 12~Link IL.hce Link 1L: Link from Part A Hydrograph r- i ■ i ■ n—" "7—r~ iii ■ Inflow I M Primary | Inflow Area*1.432 ac 2 yr Primary Outflow | Imported from Po4t Development W^st Orange A_|o3 o|l 12-rLlnli IL^ce i Area* 1.432 ac • 40.59% Imperv. .2 o. 5 2 u. I n nn i 0.00 cfs 01 23456 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours) u

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Printed 3/14/2012 Page 21 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 3L: Link from Part B 2.316 ac, 21.40% Impervious, Inflow Depth = 2.21" for 2 yr event 0.427 af 12.24 hrs, Volume= 3.57 cfs @ 0.427 af, Atten= 0%, Lag= 0.0 min 12.24 hrs, Volume= 3.57 cfs @ Inflow Area = = Inflow = Primary Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 2 yr Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 3L.hce Link 3L: Link from Part B Hydrograph ■ I 3 57 cfs I 3.57 cfs -1 Post Dm t West 0/ lOpCTWn S ° 3 45 6 7 8 Inflow M Primary | 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=2.316 ac 2 yr Primary Outflow Imported from angeB_03Q1 12H.lnk3L.hce i Area* 2.318 ac 21.40% Imperv. I

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Printed 3/14/2012 Page 22 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 4L: Link from Part B Inflow Area = Inflow = Primary = 5.076 ac, 24.87% Impervious, Inflow Depth = 2.02" for 2 yr event 8.76 cfs @ 12.13 hrs, Volume= 0.855 af 8.76 cfs @ 12.13 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 2 yr Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 4L.hce Link 4L: Link from Part B Hydrograph --- :---;---; ~ i--- ---- T I Inflow I 8 76 8.76 cfs j Primary Post Deve lopment We st Orange 8 ._1_J_ Inflow Area*5.076 ac 2 yr Primary Outflow 1 Imported from 03 01 12-rLlnk 4L.hco i Area* $.078 ac ' 24.87% ]mperv. 2 ----r - & O, 5 T r-r 2 _ L _ J _ m mmtmm m _ X _ _J_U_- I1 ^WWfWHfBSTfiTTr>Trn»iii|tii'i|>iii|»m^'iiHiii|<iii|iiiiHnn<iwFTiT|»m|liii|iiM|B 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)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 23 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.609 ac, 22.82% Impervious, Inflow Depth = 1.83" for 2 yr event 21.97 cfs @ 12.18 hrs, Volume= 2.379 af 21.97 cfs @ 12.18 hrs, Volume3 2.379 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 Hydrograph —i—n—i— ----- 1----1----1----i---- —i—i—»---------■ Inflow I B Primary | 2-l.a7 r.fs I 24.. i. _ j. . j 23- i err 21.97 cfs —1 -- 2220- InflovV J ^rea=15.609 ac % 19- 18- P 15- -r ' r - i ■ 14 L - « 13- - J _ - - 1 _ I _ _ _ L - J ____ $ 12- m 2!> 1 1 11- 10- _L.tJ__ -~i— --- 1 --- L —!---- _t__ j — j — J _ _ --- I__ i____!__ - L _ i .. J I mi o-- I1 ' M i l l I I l i t 7 8 11 > 1111< 11111 ■ 11 frrr irt-rrrpTi-i |'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) I !

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1: PO-DA 1 Runoff = 3.57 cfs @ 12.24 hrs, Volume= 0.375 af, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" ★ Area (sf) CN Description Impervious, HSG D 98 11,168 Woods/grass comb., Good, HSG D 79 38,971 78 8,088 Meadow, non-grazed, HSG D 58,227 83 Weighted Average 79 47,059 80.82% Pervious Area 11,168 98 19.18% Impervious Area Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) 150 0.0270 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" 1.3 270 0.0520 3.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 420 Total Tc (min) 16.9 Subcatchment 1: PO-DA 1 Hydrograph Ifli i—i il 3.57 cfs : __ ! Typell! 1 I 2|4^hM0;yr f Rairjfall=5.24'f Runoff sf it i i i i iAr£a=58,227 i w\ i ii i R Pi I unoff Volume=0.375 af j Runoff Depth=3.36" i Flow Length=420' i i i Tc=18.2 min — 1- o-l //mmm 0 1 2 3 4 56 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 20 27 23 29 30 Tima (hours) FT!---- 1 CN=79/98 n

Post Development West Orange C_03 01 12 Type III 24-hr 10yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 25 Summary for Subcatchment 2: PO-DA 2 Runoff = 1.66 cfs@ 12.24 hrs, Volume= 0.166 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" ★ * * Area (sf) CN Description 0 98 Impervious, HSG D 0 98 Gravel road, HSG D 80 Grass, Good, HSG D 9,261 78 Meadow, non-grazed, HSG D 19.890 29,151 79 Weighted Average 29,151 79 100.00% Pervious Area Tc (min) 12.1 Length (feet) 120 Slope (ft/ft) 0.0400 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 Velocity Capacity (ft/sec) (cfs) 0.17 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. HvdroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 26 Subcatchment 2: PO-DA 2 Hydrograph 1.66 cfs "7-------!------------- 1-1--1-----i--------i----- 1-------- i--------i--1-----I— t i I i i i i I t i i i II i I i i i i i i > i i i ' i i t I I i i Type III 2j44hr I0|yr i I Rainfall=5.21V tunoff A rea=29,151j sf Kupoff; Vol ume=0.1 $6| af Runoff Depth=2.98" 1 2 Flow Lendth^1,015' Tc=17 6 min i I CN=79/0 1 2 3 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 Tims (hours) . 1 U . • • • :» ' ' n

Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 27 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 7: PO-DA 7 Runoff = 7.39 cfs @ 12.11 hrs, Volume= 0.560 af, Depth= 3.11” Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21” Area (sf) CN Description 98 Impervious, HSG D 1,868 14,410 85 Yard stone, HSG D 80 Grass , Good, HSG D 72,265 5,406 73 Brush, Good, HSG D 93,949 81 Weighted Average 92,081 80 98.01% Pervious Area 1,868 98 1.99% Impervious Area * * * Tc (min) 4.5 Length (feet) 70 0.8 70 Slope Velocity (ft/ft) (ft/sec) 0.1600 0.26 Capacity (cfs) Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" 0.0857 Shallow Concentrated Flow, 1.46 Woodland Kv= 5.0 fps 2.4 310 7.7 450 Shallow Concentrated Flow, 0.0200 2.12 Grassed Waterway Kv= 15.0 fps Total Subcatchment 7: PO-DA 7 Hydrograph 39 Cfs Type III 24-hr 10 yr Rainfall=5.21" 6- Runoff Area=93,949 sf : Runoff Volume=0.560 af tv Runoff Depth=3.11" r - 7 - -i 3 a 4 __ j. ii ' Flow Length=450' i i i i w i _i___________________ i___j_ i. i i i Tc=7.7 min CN=80/98 ft. mmmmm 0 1 2 3 4 I ■"Mf"" .. .................................... II n II 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) 'mmr

Post Development West Orange C_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 28 Summary for Subcatchment 8: PO-DA 8 Runoff = 0.99 cfs @ 12.43 hrs, Volume= 0.140 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" * * Area (sf) CN Description 10,980 98 Impervious, HSG D 5,243 85 Yard stone, HSG D 16,223 94 Weighted Average 5,243 85 32.32% Pervious Area 10,980 98 67.68% Impervious Area Tc (min) 30.5 Length (feet) 100 1.2 80 0.0030 31.7 180 Total Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0030 0.05 1.11 Description Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 8: PO-DA 8 Hydrograph r - -r T “ 99 cfs | ri — r-i Typelll 24^hM0|yr Rainfall=5.21" ii Runoff Area=16,223 R uhoff;Volutne=0.;140; af Runoff Depth=4.52" Flow Length=180' ;i Slope=0.003Q ’/' Tc=31.7 min ; ;CN=85/98 mmmz 5678 sf 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