J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 33 Pond Basin5: Basin 5 Hydrograph m ■— :—i— i 1.05 cfs l Inflow Area=1.432 ac Peak Elev=584.55' Storage=4,028 cf 28 28 cfs 0.00 cfs *6 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) ■ Inflow □ Outflow ■ Primary M Secondary

Post Development West Orange A_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 34 Summary for Link 1L: to CB 1 Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth > 0.93" for 10 yr event 0.28 cfs@ 15.95 hrs, Volume= 0.110 af 0.28 cfs @ 15.95 hrs, Volumes 0.110 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs LinkIL: to CB 1 Hydrograph I Inflow I Primary U.28 0.3 Inflow Area 0.28 0.28 cfs uur/R 0.28*: 0.24 1- T t ~ 0.22 0.2 — 0.18 - h - *■ - ■S 0.18 - *• - * £ 0.14 0.12 0.1 0.08 - - t - - h - 0.06 0.04 0.02 irt nTh'rnMnii ni iii n ihi 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) iffTnp I - -

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 35 Summary for Subcatchment 1A: 1A Runoff = 2.08 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.154 af, Depth= 6.47" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 2,107 10.364 98 78 Impervious, HSG D Meadow, non-grazedf HSG D 12,471 10,364 2,107 81 78 98 Weighted Average 83.10% Pervious Area 16.90% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 4.3 70 0.1860 0.27 Sheet Flow, 0.4 70 0.0429 3.11 Shallow Concentrated Grass: Dense n= 0.240 P2= 3.42” Flow, Grassed Waterway Kv= 15.0 fps 4.7 140 Total, Increased to minimum Tc = 6.0 min Subcatchment 1A: 1A Hydrograph 2.08 cfs Type III 24-hr 100 yr Rainfall=8.72" Runoff Area=12,471 sf Runoff Volume=0.154 af Runoff Depth=6.47" Flow Length=140' Tc=6.0 min CN=78/98 U. 1. 78 9 10 11 12 13 14 15 18 1 7 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 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 36 Summary for Subcatchment 1B: 1B Runoff = 1.44 cfs@ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.107 af, Depth= 6.56" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 1,769 6,795 98 78 Impervious, HSG D Meadow, non-grazed, HSG D 8,564 6,795 1,769 82 78 98 Weighted Average 79.34% Pervious Area 20.66% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.4 40 0.2500 0.28 0.3 55 0.0360 2.85 2.7 95 Total, Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Increased to minimum Tc = 6.0 min Subcatchment 1B: 1B Hydrograph —i—i—i—zi—i—i—t—r —i—i—i—i—r 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 1.44 cfs : : i i i i ; i , i i i i Rainfall-8.72" : Runoff Area-8,564 sf Runoff Volume=0.107; af Runoff Depth=6.S6" Flow Length=95' Tc=6.0 min CN=78/98 1- f I 12 34 6 78 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 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 37 Summary for Subcatchment 1C: 1C Runoff = 1.76 cfs@ 12.08 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.136 af, Depth= 7.13" Pervious/Imperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 4,402 5.534 98 78 Impervious, HSG D Meadow, non-grazed, HSG D 9,936 5,534 4,402 87 78 98 Weighted Average 55.70% Pervious Area 44.30% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.6 50 0.0300 Sheet Flow, 1.46 Smooth surfaces n= 0.011 P2= 3.42" Shallow Concentrated Flow, 0.4 92 0.0666 3.87 Grassed Waterway Kv= 15.0 fps 1.0 142 Total, Increased to minimum Tc = 6.0 min Subcatchment 1C: 1C Hydrograph 1.76 Cfs ------ OB---- i —t— i— t s 5 BMB 1- aBBWj 8 Type III 24-hr 100 yr Rainfall=8.72H Runoff Area=9,936 sf Runoff Volume=0.136 af Runoff Depth=7.13" Flow Length=142' Tc=6.0 min CN=78/98 9 10 11 12 13 14 15 18 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 Type III 24-hr 100 yr Rainfall=d. 72" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 38 Summary for Subcatchment 3A: PO-DA 3 Runoff = 2.85 cfs @ 12.19 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, 0.287 af, Depth= 7.24" Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 10,141 10,571 98 Gravel road, HSG D 78 Meadow, non-qrazed, 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) Slope Velocity (ft/ft) (ft/sec) 13.8 100 0.0200 0.12 0.5 92 Capacity (cfs) Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" 0.0400 Shallow Concentrated Flow, 3.00 Grassed Waterway Kv= 15.0 fps 0.2 50 0.0200 4.84 5.94 Pipe Channel, 15.0" Round Area=1.2sf Perim= 3.9' r= 0.31’ n= 0.020 Corrugated PE, corrugated interior 14.5 242 Total Subcatchment 3A: PO-DA 3 -------------------; -------- 1 -------- ; -------- : -------- i - - 4. - !—r Hydrograph ;--- 1 ii ----2.85 cfs - _.L.. L . i .__l__I___ J L _ L _ J - _ ------I ------4 ---------1 - , - 1 ----- I ----- 4 --------- --------I ------W - 4 -------- 1 ----- 1 ----- L I | Type III 24-hr 100 yr i Rainfall=8.72" Runoff Area=20,712 sf Runoff Volume=0,287 af ; Runoff Depth=7.24 ■' i Flow Length=242' _ . L . J . J Tc=14.5 min CN=78/98 _ . L . J _ .1. 'I........................... .mi........... .. ni|‘ii ii |i ii .... min ii |t in7tTTrriwtw^w»pi' 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 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 39 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3B: 3B Runoff = 1.97 cfs @ 12.08 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" * * UH=SCS, Split 0.156 af, Depth= 7.62" Pervious/lmperv., 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) 1.3 100 0.0150 1.27 0.8 150 0.0400 3.00 2.1 250 Total, Time Span= 0.00-30.00 hrs, Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 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 0 ___L______J--1______U _ L . 1 97cfs 2- '^ 1 2 34 5678 : ! ; Type III 24-hr 100 yr Rainfall=8.72" Runoff Area=10,688 sf Runoff Volume=0.156 af Runoff Depth=7.62* Flow Length=250' Tc=6.0 min CN=78/98 9 10 11 12 13 14 15 18 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 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 40 Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow 2.85 cfs@ 12.19 hrs, Volume= 2.82 cfs@ 12.21 hrs, Volume= 0.12 cfs @ 12.21 hrs, Volume= 2.70 cfs@ 12.21 hrs, Volume= Inflow Area = Inflow = Outflow = Primary = Secondary = Depth = 7.24" for 100 yr event 0.287 af 0.252 af, Atten= 1 %, Lag= 1.2 min 0.100 af 0.152 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.97’ @ 12.21 hrs Surf.Area= 1,341 sf Storage= 2,108 cf Plug-Flow detention time= 114.5 min calculated for 0.252 af (88% of inflow) Center-of-Mass det. time= 57.5 min ( 832.9 - 775.4 ) Volume Invert Avail-Storage Storage Description #1 602.50' 2,496 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store 602.50 603.25 604.25 605.25 120 755 1,067 1,446 0 328 911 1,257 0 328 1,239 2,496 Device Routing Invert #1 Primary 601.00’ #2 #3 Device 1 Device 2 603.50’ 604.50' #4 Secondary 604.75' Outlet Devices 15.0" Round Culvert L= 140.0' Ke= 0.500 Inlet / Outlet lnvert= 601.00’ / 600.00' S= 0.0071 ’/' 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 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=0.12 cfs @ 12.21 hrs HW=604.97' TW=598.77' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 6.25 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.67 fps) 3=Grate (Passes 0.12 cfs of 8.48 cfs potential flow) Secondary OutFlow Max=2.69 cfs @ 12.21 hrs HW=604.97' TW=598.77' (Dynamic Tailwater) ^-4=Broad-Crested Rectangular Weir(Weir Controls 2.69 cfs @ 1.21 fps)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 41 Pond Basinl: Basin 1 Hydrograph I 2.85 cf?J 2.82 cfs 2.70 cfsj i---1--r lilliiIiIl Inflow Area=0.475 ac Peak Elev=604.97< Storage=2,108 cf •i»iwiifii<i Z. I2 m s 2 , fs r" ■ 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) MR ■ Inflow □ Outflow ■ Primary M Secondary

Post Development West Orange A_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 42 Summary for Pond Basin2: Basin 2 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.721 ac, 54.26% Impervious, Inflow Depth = 6.79" for 100 4.03 cfs@ 12.14 hrs, Volume= 0.408 af 4.02 cfs @ 12.16 hrs, Volume= 0.387 af, Atten= 0%, 0.25 cfs @ 12.16 hrs, Volumes 0.179 af 3.76 cfs@ 12.16 hrs, Volumes 0.208 af yr event Lags -|4-| min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 598.78'@ 12.16 hrs Surf.Area= 1,119 sf Storages 1,660 cf Plug-Flow detention time= 59.8 min calculated for 0.387 af (95% of inflow) Center-of-Mass det. time= 31.1 min ( 835.5 - 804.4 ) Volume Invert Avail.Storage Storage Description #1 4,191 cf Custom Stage Data (Prismatic)Listed below (Recalc) 596.25' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 596.25 597.25 598.25 599.25 600.25 319 536 878 1,335 2,565 0 428 707 1,107 1,950 0 428 1,135 2,241 4,191 Device Routing Invert Outlet Devices #1 Primary 594.00' #2 #3 Device 1 Device 2 597.50' 598.00’ #4 Secondary 598.50' 12.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet lnvert= 594.00' / 592.00' S= 0.0256 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 C= 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=0.25 cfs @12.16 hrs HW=598.78’ TW=594.99' 1=Culvert (Passes 0.25 cfs of 4.54 cfs potential flow) 2=Orifice (Orifice Controls 0.25 cfs @ 5.17 fps) 3=Grate (Passes 0.25 cfs of 16.97 cfs potential flow) (Dynamic Tailwater) Secondary OutFlow Max=3.76 cfs @ 12.16 hrs HW=598.78' TW=594.99' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 3.76 cfs @ 1.36 fps)