J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 13 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basin3: Basin 3 Hydrograph • i t i i f i i i l t i l l i l 1 - i i i i i l l i i i i rt i i i l i i i 1 i 1 i i i i~t i i" ' i i l i l t 1 I , . 1 i 1 i i * i i i l i l i i i t i i i i 1 1 j | ■:< Inflow Area=0.949 ac i i i i i i i i i l 1 i 1 Peak Elev=594.52’ J - j| l * 1 Storaae=4 231 cf Vr wiuiayu » i i • i ■ Inflow i i □ Outflow ■ Primary B Secondary i i i i i t i i l l , . J J - J - J . J - J - J - J - Xm i t i l l 1 i 1 i i > i i i i i i i i t • i i i i i i i i I i i i i i i i i i i | 1 |B i i ' i i i i i i i i i il ■ i i 7 • i T i i i i i i i i i t i i i i i i i il 1 i i i i i 1 Br “7'*T'T-T'r“r‘r“r-r'r-r-r-r-r-r-r" ' ■ t v v r r r r r 1‘rTl * i i i i i i i i i ll 1 iii i i i i i i i i i 1 - T- T - r “ T - T - r - r - r - r - r “ r - r _ r “ r “ r - r ----1 ' V T T V 1 - W T 1 * l j 1 l i l t 1 l 1 1 1 1 i i i i i i i i i i i i i i i i ✓ -1 ~ t 1 - 1 1 - 4 - T- t- i• t « ■ ¥ - r - 1 - ri ---------------- f - f - l r - r - • 1 1 1 1 1 1 | | I I 1 1 • ••• 1 I 1 1 1 1 1 1 1 < - II' I - 1 t i i i • I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ----1 ---1 --1 --1 --1 -- 1 - 4 ---1 — 4 - 51 - 1 -------I " L~ u - L- - l- - l- - f----------- 1 1 1 1 1 1 1 1 1 I 1 , ■1 t i l l ' 1 1 1 1 -J-J-J-J-J-J-J-J-J-J-J ML i 1 _ 1-1_L-L-J._L-L.L_L_L.L-I_ 1 l i l t I I 1 I ■ i i I i■ i i i i ii i i i i i i i i i 1 l 1 l I ■i l I l I K i i ■ i ii i i~r~~ — 5 i 7 f i < i i i i i i i i i i i i i i ■ n HQ rfc i i ■ • 12 * 1 1 1 > _« i • 1 • » 1 « « ' • • * J o OQ rfc L ii _ j ■ \ m i n j ■jjjj___ i i i i • ' . 1 ——^1 U.U57 bid 0.00 Cfs ~rmm 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) --------- i 1 i i

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 14 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin4: Basin 4 Inflow Area = Inflow = Outflow = Primary = Secondary = 1.146 ac, 46.51% Impervious, Inflow Depth = 0.66" for 2 yr event 0.39 cfs @ 12.09 hrs, Volume= 0.063af 0.00 cfs @ 0.00 hrs, Volume= 0.000 0.00 cfs @ 0.00 hrs, Volume= 0.000af 0.00 cfs @ 0.00 hrs, Volume= 0.000af af, Atten= 100%, Lag3 0.0min Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 588.87' @ 30.00 hrs Surf.Area3 1,946 sf Storage3 2,743 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (nbt calculated: no outflow) Volume Invert Avail.Storage Storage Description 5,305 cf Custom Stage Data (Prismatic)Listed below (Recalc) 587.00' #1 Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 587.00 588.00 589.00 590.00 1,002 1,498 2,015 2,582 1,250 1,757 2,299 Cum.Store (cubic-feet) 00 1,250 3,007 5,305 Device Routing Invert Outlet Devices #1 Primary 585.00' 15.0" Round Culvert L= 37.0' Ke= 0.500 #2 Device 1 #3 Device 2 588.50’ 589.50' #4 Secondary 589.75' Inlet / Outlet Invert3 585.00' / 584.00* S3 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C3 0.600 Limited to weir flow at low heads 12.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=587.00' TW=582.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 6.92 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=587.00' 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) TW=582.00' (Dynamic Tailwater)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 15 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basin4: Basin 4 Hydrograph j.j,j j-j-j . 0.44-J 0.424 0.4-; 0.384 0.364 0.344 0.32-j 0.3-j 0.284 0.26-j tj 0.244 •_i ' 0.39 cfs 1 ,L - L .. L _ L . L _ ‘ L - 4 - 4. - 4 - * - i. - i - Inflow Area=1.146 ac j Peak Eley=588^7’ ! Storage=2,743 cf hrT'T'T'T-T'rTT'rrrT'r'r-rT- 17 1 t- ’ A-- 1 - -f *1 ' T * 1 r - r-T-f-r-r-r-r-i— r l . i JJ 1 - -i • 1 0.220.24 0.18-1 0.164 0.144 0.124 4 0.14 0- n nn rfc E .UUUIS * 012345 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 El Outflow ■ Primary M Secondary

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 16 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin5: Basin 5 Inflow Area 3 Inflow = Outflow = Primary = Secondary 3 1.432 ac, 40.59% Impervious, Inflow Depth = 0.35" for 2 yr event 0.56 cfs@ 12.09 hrs, Volume= 0.041 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 583.51' @ 24.34 hrs Surf.Area= 1,788 sf Storage3 1,800 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert Avail-Storage Storage Description #1 5,308 cf Custom Stage Data (Prismatic)Listed below (Recalc) 582.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 582.00 583.00 584.00 585.00 431 1,497 2,068 3,055 0 964 1,783 2,562 Cum.Store (cubic-feet) 0 964 2,747 5,308 Device Routing Invert Outlet Devices #1 Primary #2 Device 1 #3 Secondary 580.50' 15.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert3 580.50' / 580.00' S= 0.0077 7 Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 584.50' 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 585.00' 10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 12.0' Crest Height Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=582.00’ TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.19 cfs potential flow) 2=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=582.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 17 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basin5: Basin 5 Hydrograph 0.56 cfs i i iii r r — Inflow Area-1.432 ac Peak Elev=583.51' Storage=1,800 cf 0.6~4* 0.55- i 0.5 y -t"*i■ t “ T ” T ” T ” 4 ’ ” r “ r ” .r “_r i.- ■r "• r - r* '* r • t - r ~“i H 1 0.45- 1 1 1 ■-l-i_A_L-l-i.L_L_L_L-L_L_L-L-L_L.L_ 0.4 Flow (cfs) . 4 - 4 - * - 0.35- -i- 0.3- 1"i'T - 7 “ r , - 0 25 0.20.15- gjnnQrf nnnrf 0.00 cfs o^mm 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 B Secondary

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 2 yr Rainfall=3.42" Printed 3/14/2012 t Page 18 Summary for Link 1L: to CB 1 Inflow Area = Inflow = 3 Primary 1.432 ac, 40.59% Impervious, Inflow Depth = 0.00" for 2 yr event 0.00 cfs @ 0.00 hrs, Volume3 0.000 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 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—r—r ■ t ■ ■ Inflow QjQO 0.00 cfs 01 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) i i i i i i i i i i ea=1.432 ac ■ Inflow | B Primary |

Post Development West Orange A_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 19 Summary for Subcatchment 1A: 1A Runoff = 1.05 cfs@ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfall=5.21" UH=SCS, Split 0.077 af, Depth= 3.24" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 2,107 10,364 98 78 Impervious, HSG D Meadow, non-grazed, 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 Flow, 4.7 140 Total, Grass: Dense n= 0.240 P2= 3.42" Grassed Waterway Kv= 15.0 fps Increased to minimum Tc = 6.0 min Subcatchment 1A: 1A Hydrograph 1.05 cfs 7 1- X y / / o-f< o Type III 24-hr 10 yr : Rainfall=5.21" Runoff Area=12,471 sf Runoff Volume=0.077 af Runoff Depth=3.24" Flow Length=140' Tc=6.0 min CN=78/98 i i i 1*1 ii i|'n ii p iii/'ii u |'i, ii | ( i i i ipi i i p ii i |"i i ii (1 ii i|*n n |m i|*u ii |¥ 34 56 78 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 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 20 Summary for Subcatchment 1B: 1B Runoff = 0.74 cfs @ 12.09 hrs, Volume= 0.054 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Split Type III 24-hr 10 yr Rainfall=5.21" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * 1,769 6.795 98 Impervious, HSG D 78 Meadow, non-grazed, 8,564 6,795 1,769 82 Weighted Average 78 79.34% Pervious Area 98 20.66% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) 2.4 40 0.2500 HSG D Description (cfs) Sheet Flow, 0.28 Grass: Dense n= 0.240 P2= 3.42" 0.3 55 0.0360 Shallow Concentrated Flow, 2.85 Grassed Waterway Kv=15.0fps 2.7 95 Total, Increased to minimum Tc = 6.0 min Subcatchment 1B: 1B Hydrograph 0.8- __L __L 0,70.65-: L_L _ 0 60.550.5■S 0.450.40.35- . L __L_i_ 0.74 cfs '"•ki 0.75- Jj . ___ ________________________i. . J - - -j-+■-jTypGriiir 2l44hr t°fyr i..l.i J.i..L Jp. Rainfall=5.21" ✓ Runpff Area=8,564 sf Runoff Volume=0.054 af ; i Runoff Depth=3.32" r i r Flow Length=95' . J . J. . L . 1 .J . J. . L - 1 . J . J. . L . I . J . _ J - _ 0.30.25- 0.2- --L_1 0.15- r i r i : GN=78/98 1-J L _ J --7-n 0.1 7 I. I 0.05-: 234 567 — ^----- •- — I--- ^ — 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours)

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 21 Summary for Subcatchment 1C: 1C Runoff = 0.95 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfall=5.21" UH=SCS, Split 0.072 af, Depth= 3.81" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= Area (sf) CN Description * 4,402 5.534 98 78 Impervious, HSG D Meadow, non-qrazed, HSG D 9,936 5,534 4,402 87 78 98 Weighted Average 55.70% Pervious Area 44.30% Impervious Area Tc Length (min) (feet) 0.6 50 Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 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 0.95 Cfs ------ rjm---- Type III 24-hr 10 yr Rainfall-4.21" Runoff Area=9,936 sf Runoff Volume=0.072 af Runoff Depth=3.81" Flow Length=142' Tc=6.0 min CN=78/98 p i i ........... ............... ii 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ml 0.01 hrs

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 22 Summary for Subcatchment 3A: PO-DA 3 Runoff = 1.55 cfs @ 12.19 hrs, Volume= Runoff by SCS TR-20 method, UH=SCS, Split Type III 24-hr 10 yr Rainfall=5.21" 0.155 af, Depth= 3.91" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * 10,141 10.571 98 Gravel road, HSG D 78 Meadow, non-grazed, 20,712 10,571 10,141 88 Weighted Average 78 51.04% Pervious Area 98 48.96% Impervious Area Tc (min) Length (feet) 13.8 100 0.0200 0.12 0.5 92 0.0400 3.00 0.2 50 0.0200 4.84 Slope Velocity (ft/ft) (ft/sec) HSG D Capacity (cfs) Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 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 Hydrograph ;\ ---- i 1.55 cfs Type III 24-hr 10 yr Rainfall=5.21" Runoff Area=20,712 sf Runoff Volume=0.155 af Runoff Depth=3.91';' Flow Length=242' Tc=14.5mih CN=78/98 -1 rn-rp 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Tima (hours)