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 3 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1A: 1A 0.56 cfs @ 12.09 hrs, Volume= Runoff = Runoff by SCS TR-20 method, Type III 24-hr 2 yr Rainfall=3.42" UH=SCS, Split 0.041 af, Depth= 1.73" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * Tc (min) 4.3 2,107 10,364 98 78 Impervious, HSG D Meadow, non-qrazed, HSG D 12,471 10,364 2,107 81 78 98 Weighted Average 83.10% Pervious Area 16.90% Impervious Area Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 70 0.1860 0.27 Sheet Flow, 3.11 Shallow Concentrated Flow, Grass: Dense n= 0.240 P2= 3.42' 0.4 70 0.0429 Grassed Waterway Kv=15.0fps 4.7 140 Total, Increased to minimum Tc = 6.0 min Subcatchment 1A: 1A Hydrograph 0.6 0.56 cfs 0.5 .-L-1_. 3.45 0.4«• 0.350.30.25- 0.2 0.150.1- .x . . u . i . -j . .i. _ i . i _ j . L - Jl - J L_1 0.05 rr-q 3 4 5 67 _ Type III 24-hr 2 yr Rainfall=3.42" Runoff Area=12,471 sf Runoff Volume=0.041 af Runoff Depth=1.73" Flow Length=140' r- - t Tc=6.0 min CN=78/98 0.55- 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) dt= 0.01 hrs

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 4 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1B: 1B Runoff = 0.39 cfs@ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 2 yr Rainfall=3.42" UH=SCS, 0.029 af, Depth= 1.80" Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= Area (sf) CN Description * 1,769 6,795 98 78 Impervious, HSG D Meadow, non-qrazed, 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 Sheet Flow, 0.3 55 0.0360 2.85 Shallow Concentrated Flow, 2.7 95 Total, Increased to minimum Tc = 6.0 min Grass: Dense n= 0.240 P2= 3.42' Grassed Waterway Kv= 15.0 fps Subcatchment 1B: 1B Hydrograph 0.440.424 . 0.39 0 44 0.384 0.360.34-= 0.32-: _ _ - L . J__ U.J-J .i_- L_ _ 4_ L _ J___ 0.3_ 0.26-: £ 0.24-1 ■' 0.22-: 5 0.24 0.18 0.16 0.14 0.12 : Type III 24-hr 2yr i RainfaH=3,42" Runoff Area=8,564 sf Runoff Volume=0.029 af Runoff Depth=i.80" - 1— t - *1 —I— 1— r - 7 - “i— r - r —1 Flow Length=95' Tc=6.0 min : !CN=78/98 j______»___1____i_______t____ — I— i —I — 0 14 0.08- ____ L — 1 — J . . 1 --------I ------ L - J _ - 0.06 ---->-.r 7-1--------- - r —1 1 1 — - - — r —1 0.04- 0.024 01 imtmwarn 234 567 .............. 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) 7Z77 — 0.01 hrs

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 5 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LUC Summary for Subcatchment 1C: 1C Runoff = 0.55 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 2 yr Rainfall=3.42" UH=SCS, Split 0.042 af, Depth= 2.21" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * 4,402 5,534 98 Impervious, HSG D 78 Meadow, non-qrazed, HSG D 9,936 5,534 4,402 87 Weighted Average 78 55.70% Pervious Area 98 44.30% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.6 50 0.0300 1.46 0.4 92 0.0666 3.87 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 142 Total, Increased to minimum Tc = 6.0 min Subcatchment 1C: 1C Hydrograph 0.8- ----- ----- 1—h 0.55- ---------------- 0.55 cfs 0.5: 0.450.4- — j. -1 — —i - -i _ - 2 0.35* 0.3- 5 u. 0.25- 0.20.15-; • Type III 24-hr 2 yr Li i Rainfall=3.42" : Runoff Area=9,936 sf Runoff Volume=0.042 af Runoff Depth=2.21" Flow Length=142' Tc=6.0 min CN=78/98 0.1: i ____ U . i. _ J .. 0.05: 00 1 2 34 5 6 7 1M I l p 11 p 111 [1 m i| pi n |i n h'i ii i| ii n n nip mpii n n iiI ip p M Iii H ' 1; 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

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Printed 3/14/2012 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pagg.6 Summary for Subcatchment 3A: PO-DA 3 Runoff = 0.91 cfs@ 12.20 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 2 yr Rainfall=3.42" UH=SCS, Split 0.091 af, Depth= 2.29" Pervious/Imperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description ■k 10,141 10,571 98 Gravel road, HSG D 78 Meadow, non-grazed, 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 0.0400 3.00 0.2 50 0.0200 4.84 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 lTTIj . -i- l i ■ j l . i. -i. l , -i - i . , l . j ...... . l . 10.91 cfs I« 11...... .... ihi'ii n p nf|‘ii'w [‘mi Type III 24-hr 2 yr i i Rainfall=3.42" Runoff Area=20,712 sf Runoff Volume=0,091 af i Runoff Depth=2.29” Flow Length=242' Tc=14.5 min I CN=78/98 ii mfmtfmtfn 10 11 12 13 14 15 16 17 18 19 20 21 Tims (hours) .... ..... 22 23 24 25 26 27 28 29 30 dt= 0.01 hrs

Type III 24-hr 2 yr Rainfall=3.42" Printed 3/14/2012 Page 7 Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3B: 3B Runoff = 0.67 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 2 yr Rainfall=3.42" UH=SCS, 0.052 af, Depth= 2.57" Split Pervious/lmperv., Area (sf) CN Description 5,785 1,111 3,792 98 98 78 Impervious, HSG D Gravel Road, HSG D Meadow, non-grazed, HSG D 10,688 3,792 6,896 91 78 98 Weighted Average 35.48% Pervious Area 64.52% Impervious Area * * Time Span= 0.00-30.00 Tc (min) Length (feet) 1.3 100 0.0150 1.27 Sheet Flow, 0.8 150 0.0400 3.00 Smooth surfaces n= 0.011 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.1 250 Total, hrs, dt= Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Increased to minimum Tc = 6.0 min Subcatchment 3B: 3B Hydrograph 0 75 L .. L - L-J 0.67 0.7- L Type I’ll 24-lir 2 yr LLftairifejll=3.42n Runoff Area=10,688 sf Runoff Vblume=0.052 af Runoff PepihjF^57" -ii-L-i Flow Length=250' : r i ; Tc=6;0 min CN=78/98 0.65- 06 — t. / 0 55 0.50.45- L_1 / / r-i * 0.4- ■- 0.350.30.25- 0.2- r- r-i 0.15- rr L_ _ ___1 _ J 0.10.05- 6 7 8 - c 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 0.01 hrs

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 8 HvdroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow Depth = 2.29" for 2 yr event 0.91 cfs @ 12.20 hrs, Volume= 0.091 af 0.52 cfs@ 12.43 hrs, Volume3 0.056 af, Atten= 42%, Lag3 13.8 min 3 0.12 cfs@ 12.43 hrs, Volume 0.045 af 0.41 cfs@ 12.43 hrs, Volume3 0.011 af Inflow Area = 3 Inflow Outflow = Primary = Secondary = Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.81'@ 12.43 hrs Surf.Area3 1,280 sf Storage3 1,900 cf Plug-Flow detention time3 221.8 min calculated for 0.056 af (62% of inflow) Center-of-Mass det. time3 111.9 min ( 903.7 - 791.9 ) Volume Invert Avail-Storage Storage Description #1 2,496 cf Custom Stage Data (Prismatic)Listed below (Recalc) 602.50' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum. Store (cubic-feet) 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 Outlet Devices #1 Primary 601.00' 15.0" Round Culvert L= 140. #2 Device #3 Device 2 1 Ke= 0.500 Inlet / Outlet Invert3 601.00' / 600.00' S= 0.0071 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 603.50' 2.0" Vert. Orifice C= 0.600 604.50' 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 604.75' 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 @ 12.43 hrs HW=604.81’ TW=598.48' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 6.12 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.34 fps) 3=Grate (Passes 0.12 cfs of 4.58 cfs potential flow) Secondary OutFlow Max=0.41 cfs @ 12.43 hrs HW=604.81' TW=598.48' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir(Weir Controls 0.41 cfs @ 0.65 fps)

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 9 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basinl: Basin 1 Hydrograph i i t i 0.91 cfs n t i flow Area=0.475 ac Peak Elev=604.81' cf Storage=1,900 » ii i ^ i i f i t < i 0.52 Cfs j 5 41 cfs 2 rtQ — i r0- d 0 12 3 4 5 6 7 8 9 ------------- A 1 0 1 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) mw A ■ Inflow □ Outflow ■ Primary a Secondary

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 2 yr Rainfall=3.42" Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 10 Summary for Pond Basin2: Basin 2 Inflow Area = Inflow Outflow = Primary = Secondary = 0.721 ac, 54.26% Impervious, Inflow Depth = 1.81" for2yr 0.72 cfs @ 12.41 hrs, Volume= 0.109 af 0.58 cfs @ 12.52 hrs, Volume= 0.087 af, Atten= 20%, 0.23 cfs @ 12.52 hrs, Volume= 0.080 af 0.35 cfs @ 12.52 hrs, Volume3 0.007 af event Lag= 6.5 min Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 598.56'@ 12.52 hrs Surf.Area3 1,018 sf Storage3 1,426 cf Plug-Flow detention time3 147.5 min calculated for 0.087 af (80% of inflow) Center-of-Mass det. time3 67.9 min ( 908.5 - 840.5 ) Volume Invert Avail.Storage Storage Description #1 596.25' 4,191 cf Custom Stage Data (Prismatic)Listed below (Recalc) 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' 12.0" Round Culvert L= 78.0' Ke= 0.500 #2 #3 Device 1 Device 2 597.50' 598.00' #4 Secondary 598.50' Inlet / Outlet Invert3 594.00' / 592.00' n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C3 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads S= 0.0256 7 Cc= 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=0.23 cfs @ 12.52 hrs HW=598.56' TW=593.19' (Dynamic Tailwater) 1=Culvert (Passes 0.23 cfs of 5.41 cfs potential flow) 2=Orifice (Orifice Controls 0.23 cfs @ 4.65 fps) 3=Grate (Passes 0.23 cfs of 10.87 cfs potential flow) Secondary OutFlow Max=0.35 cfs @ 12.52 hrs HW=598.56' TW=593.19’ (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 0.35 cfs @ 0.61 fps) 0.900

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 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pgge11 Pond Basin2: Basin 2 Hydrograph TT-TTT l . l ^ l - L . L . U L . L - L . *_J_J,J-J _ L . _ I __ U Inflow Area=0J21 ac i Peak Elev=598.56' 1» i ii 7 * 7 ’T" ;.J44 >torage=1,426 cf . ■ Inflow (3 Outflow ■ Primary M Secondary } i i i i i ll •i “ 7 -7* r " t - r - r - r ~ T - r - r - r ^ r - r - r - i — i i i i < i i i i ii 1 1I • T 1“1-1-1-• 0.4- 0.35 cfs ■ J__i__i__I - - 1 11 t --t i 1* i i • i i r - i i i i i i t i i i i i i r“ T ~" f * r r- r-- r - r - r - r - r - i — i — i — r i i i i i I i i i i i i - * - * - 11 - J - - - - X - L . rL .tl . Li . Li wi l . lt. Li. ,Li . Li .il . X X I_I__ i _ i 1 1 1 t 1 11 1 l i i _ 1 - LL .. L . l . L . L . L . L . L . L . L . L . 1 1 1 1 1 1 1 1 11 _ _L _ L * __________1 __________L . — 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 Tima (hours)

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 12 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 1.64" for2yr 0.71 cfs@ 12.09 hrs, Volume= 0.129 af 0.09 cfs@ 15.69 hrs, Volume= 0.034 af, Atten= 87%, 0.09 cfs@ 15.69 hrs, Volumes 0.034 af 0.00 cfs @ 0.00 hrs, Volumes 0.000 af event Lag= 215.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.52' @ 15.69 hrs Surf.Area= 2,543 sf Storage3 4,231 cf Plug-Flow detention time= 452.8 min calculated for 0.033 af (26% of inflow) Center-of-Mass det. time= 275.2 min ( 1,144.4 - 869.2 ) Volume Invert Avail.Storage Storage Description #1 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) 592.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 592.00 593.00 594.00 595.00 1,026 1,392 2,181 2,873 0 1,209 1,787 2,527 Device Routing Cum.Store (cubic-feet) 0 1,209 2,996 5,523 Invert Outlet Devices #1 Primary 590.50' #2 #3 Device 1 Device 2 593.50' 594.50’ #4 Secondary 594.75’ 15.0" Round Culvert L= 47.0’ Ke= 0.500 Inlet / Outlet Invert3 590.50' / 589.50' S= 0.0213 V 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 14.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.09 cfs @ 15.69 hrs HW=594.52' TW=587.90' (Dynamic Tailwater) 1=Culvert (Passes 0.09 cfs of 9.45 cfs potential flow) 2=Orifice (Passes 0.09 cfs of 0.10 cfs potential flow) 3=Grate (Weir Controls 0.09 cfs @ 0.50 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.00' TW=587.00' (Dynamic Tailwater) ^-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) /