J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange B_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 37 Summary for Pond MH-B: MH-B to MH-C [57] Hint: Peaked at 604.45' (Flood elevation advised) 1.209 ac, 37.17% Impervious, Inflow Depth = 4.09" for 10 yr event 4.13 cfs@ 12.20 hrs, Volume= 0.412 af 4.13 cfs @ 12.20 hrs, Volume= 0.412 af, Atten= 0%, Lag= 0.0 min 4.13 cfs @ 12.20 hrs, Volume= 0.412 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= 604.45' @ 12.20 hrs Device Routing #1 Primary Invert Outlet Devices 598.00' 12.0" Round Culvert L= 92.0' Ke= 0.500 Inlet / Outlet lnvert= 598.00' / 597.00’ S= 0.0109 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=4.13 cfs @ 12.20 hrs HW=604.45' TW=600.87' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.13 cfs @ 5.25 fps) Pond MH-B: MH-B to MH-C Hydrograph ■ Inflow k ■ Primary | I A 13r.fi r r Pi 4.13 cfs "X -_T ~ Peak Elev=604.45 ifiiit•iiii I a: 2- 1 mm 2 3 45 6 7 8 12.0" Round Culvert H n=0.020 L=92.0' S=0.0109T 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours)

Type III 24-hr 10yr Rainfall=5.21" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9,10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 38 Summary for Pond MH-C: MH-Cto MH-D [57] Hint: Peaked at 600.88' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 1.209 ac, 37.17% Impervious, Inflow Depth = 4.09" for 10 yr event 4.13 cfs @ 12.20 hrs, Volume= 0.412 af 4.13 cfs@ 12.20 hrs, Volume= 0.412 af, Atten=0%, Lag= 0.0 min 4.13 cfs @ 12.20 hrs, Volume= 0.412 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 600.88' @ 12.20 hrs Device Routing #1 Primary Invert Outlet Devices 597.00’ 12.0" Round Culvert L= 205.0’ Ke= 0.500 Inlet / Outlet lnvert= 597.00' / 592.70' S= 0.0210 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=4.13 cfs @ 12.20 hrs HW=600.87' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.13 cfs @ 5.25 fps) Pond MH-C: MH-Cto MH-D Hydrograph I Inflow j Primary I 4 1.3 r.f 4.13 Cfs Inflow Area=1.209 ac ; Peak;Elev-600;.88' 12.0 Round Culvert n=0.020 L-205.0' V: i S=a.0210• 7M i i, i i i iii - i —i “in - - r- r- T- T-i i it t i i i i i i i i 2 i ! I I I 0-W 01 4 5 imm wmmmmA 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 & mm rirrTTr i|i i i i|S ii i|'i 111|111 h i n i|m i ip Tima (hours)

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange B_03 01 12 Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 39 Summary for Link 3L: to MH D Inflow Area = Inflow = Primary = 2.316 ac, 21.40% Impervious, Inflow Depth = 3.86" for 10 yr event 6.19 cfs @ 12.24 hrs, Volume= 0.746 af 6.19 cfs @ 12.24 hrs, Volume= 0.746 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: to MH D Hydrograph . Lfi-19 6.19 cfs i Inflow 6- 4' 7 i r - r - i 3- 1- 01 ..................................... .. 2 3 4 5 6 7 8 ll|l M l|l II l|MI l[l II l|l m 'J,i .U|ti. .,a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 ea=2. 3 16 ac 5- 5 8 1 * mm&t ■ Inflow | □ Primary |

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 40 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 4L: to MH 11 Inflow Area = Inflow = Primary = 5.076 ac, 24.87% Impervious, Inflow Depth = 3.61" for 10 yr event 15.72 cfs @ 12.14 hrs, Volume= 1.527 af 15.72 cfs @ 12.14 hrs, Volume= 1.527 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: to MH 11 Hydrograph l--- I- - + I Inflow I j Primary | 15.7? c£ 17- 15.72 cfs =5.076 ac Inflow i i i • 14- i1 12r i ” ~i 11~ 109- ' -t_ L _ L _ _ L_L- 6- I I mmmmr 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tlmo (hours)

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 41 Summary for Subcatchment 4: PO-DA 4 Runoff = 5.85 cfs @ 12.15 hrs, Volume= 0.515 af, Depth= 6.74" 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 100 yr Rainfall=8.72" Area (sf) CN Description 4,334 Impervious, HSG D 98 5,398 98 Gravel road, HSG D 14,366 80 Grass cover, Good, HSG D 15.808 Meadow, non-qrazed, HSG D 78 84 39,906 Weighted Average 30,174 75.61% Pervious Area 79 24.39% Impervious Area 9,732 98 * ★ ★ Tc (min) 9.6 Length (feet) 100 Slope Velocity Capacity (ft/ft) (ft/sec) 0.0500 0.17 0.5 120 0.0830 4.32 0.7 145 0.0480 3.29 10.8 365 Total Description (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 4: PO-DA 4 Hydrograph | ffl Runofffr 5.8 5 cfs Type III 24-hr 100 yr r Rainfall=8.72" Runoff Area=39,906 sf Runoff Volume=0.515 af Runoff Depth=6.74" Flow Length-365' Tc=10.8 min CN=79/98 T “ o 3 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)

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 42 Summary for Subcatchment 5A: PO-DA 5A Runoff = 5.71 cfs@ 12.08 hrs, Volume= 0.445 af, Depth= 7.32'' 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 100 yr Rainfall=8.72" Area (sf) CN Description 15,734 98 Impervious, HSG D 8,318 80 Grass cover, Good, HSG D 7,713 78 Meadow, non-grazed, HSG D 31,765 88 Weighted Average 16,031 79 50.47% Pervious Area 15,734 98 49.53% Impervious Area * * Tc (min) 1.0 Length (feet) 1.50 Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0730 2.59 Description Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" 0.5 135 0.0590 4.93 0.8 180 0.0330 3.69 0.2 34 0.0190 2.80 2.5 499 Paved Kv= 20.3 fps Total, Increased to minimum Tc = 6.0 min Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Subcatchment 5A: PO-DA 5A Hydrograph 4 --------| ------ 1 --------- 1 ------ 1 ------ 1 ------ J _ 5.71 cfs | — l------ 1 _ ----- L _ 1----------- - - X _ J-------------- ----L _ 1------ Z\ __ — — I- v / -U - — R - j - - 1 — ■ ----------- IX _ _ 2 i _ - . i ..■j Type III 24-hr 100 yr Rainfall-8.72” Runoff Area=31,765 sf unoff Volume=0.445 af Runoff Pepth=7.32" Flow Length=499* ! Tc-6.0 min I I CN=79/98 - _ J. _ J________ I___ L ___ - YS/S/s. 1 1 I' m ii |'i m if ii i i p ii i|'ii 234 5678 yi i i i ii i['ll ii n 11 n ii'ii 11 9 10 11 12 13 14 1 5 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 43 Summary for Subcatchment 5B: PO-DA 5B Runoff = 4.95 cfs @ 12.08 hrs, Volume= 0.396 af, Depth= 8.05" 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 100 yr Rainfall=8.72" * * * Area (sf) CN Description ------------------ 1------------------------------------------------------------98 Impervious, HSG D 16,509 6,800 91 Gravel, HSG D 2,441 80 Grass cover, HSG D 94 Weighted Average 25,750 88 35.89% Pervious Area 9,241 98 64.11% Impervious Area 16,509 Tc (min) 1.1 Length (feet) 150 Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0530 2.28 Description Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" 0.3 110 0.0680 5.29 Shallow Concentrated Flow, 0.5 95 0.0260 3.27 Shallow Concentrated Flow, 1.9 355 Paved Kv= 20.3 fps Total, Increased to minimum Tc = 6.0 min Paved Kv= 20.3 fps Subcatchment 5B: PO-DA 5B Hydrograph -—- 4.95 cfs 5 / rrw 5 6 Type III 24-hr 100 yr Rainfall=8.72" Runoff Area=25,750 sf Runoff Volume=0.396 af Runoff Depth-8.05" Flow Length=355' Tc=6.0 min CN=88/98 I |J II 11*11 II I'll M I' HTffTIl |*IMpHI |1 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) A

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 44 Summary for Subcatchment 6: PO-DA 6 Runoff = 16.46 cfs @ 12.19 hrs, Volume= 1.571 af, Depth= 6.64" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 yr Rainfall=8.72" Area (sf) 13,009 47,083 39,774 853 22.963 123,682 110,673 13,009 * * * Tc Length (min) (feet) 9.6 100 0.3 0.2 0.2 4.0 14.3 CN 98 85 80 78 73 82 81 98 Description Impervious, HSG D Yard stone, HSG D Grass cover, Good, HSG D Meadow, non-grazed, HSG D Brush, Good, HSG D Weighted Average 89.48% Pervious Area 10.52% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0500 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" 80 0.0880 4.45 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 40 0.3130 2.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 30 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 296 0.0060 1.25 Shallow Concentrated Flow, Yard stone Un paved Kv= 16.1 fps 546 Total

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 45 Subcatchment 6: PO-DA 6 Hydrograph n—r 1 -- 1 1 1 , , ; .1 1—. 16.46 cfs it 1 ill i 2 i 1 t 1 |i n—r 1 • i i li > Ra inf a 11=8.72 Runoff Area=123.682 sf Runoff Volume=1.571 af Runoff Depth=6.64" Flow Length=546’ :i Tc=14.3 min - L . .1 - 1-J > . . ------ 1 ------ L _ J ------------- 1 ------ I ------ 1 : [cn=81/98 _ a - _ I - J ll'llll 0 1 2 3 4 5 6 7 8 |TI n n (I'M m pi nyr 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 _ i . J

Post Development West Orange B_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 46 Summary for Subcatchment 9A: PO-DA 9A Runoff = 5.05 cfs @ 12.38 hrs, Volume= 0.644 af, Depth= 6.98" 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 100 yr Rainfall=8.72" Area (sf) CN Description 650 98 Impervious, HSG D 1,367 98 Gravel road, HSG D 85 Yard stone, HSG D 46.220 48,237 86 Weighted Average 46,220 85 95.82% Pervious Area 2,017 98 4.18% Impervious Area ★ * * Tc (min) 21.7 Length (feet) 100 2.5 190 0.0060 1.25 4.3 130 0.0010 0.51 28.5 420 Total Slope Velocity (ft/ft) (ft/sec) 0.0070 0.08 Capacity (cfs) Description Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Subcatchment 9A: PO-DA 9A Hydrograph 5.05 cfs L _ i___ I__ I__ I____ 1__ I.__I__ I____ I___I__ I__ 1 _ :l . Urn W ii ii ii 1 o. 3 01 2 3 4 5 6 7 8 . I I . . I [ Type III 24-hr 100 yr RainfalN8.72" Runoff Area=48,237 sf » i i i it Runoff Volume=0.644 af Runoff Depth=6.98" Flow Length=420' i r Tc=28.5 mm ! CN=85/98 I* 1 1 ......................................11 11rrrrn I'p I'H pllll‘1 rrrt 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) (