J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. Printed 3/14/2012 Page 39 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-14: MH-16 to CB #1 [57] Hint: Peaked at 590.69' (Flood elevation advised) Inflow Area = = Inflow = Outflow Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 3.79" for 10 yr event 3.160 af Volume= 12.18 hrs, 28.38 cfs@ Atten= 0%, Lag= 0.0 min 3.160 af, Volume= 12.18 hrs, 28.38 cfs@ 3.160 af Volume= 12.18 hrs, 28.38 cfs@ Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 590.69’ @ 12.18 hrs Device Routing Primary #1 Invert Outlet Devices 588.00' 30.0" Round Culvert L= 174.0' Ke= 0.500 Inlet / Outlet lnvert= 588.00' / 576.00' S= 0.0690 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=28.38 cfs @ 12.18 hrs HW=590.69’ TW=580.12' (Dynamic Tailwater) 1=Culvert (Inlet Controls 28.38 cfs @ 5.78 fps) Pond MH-14: MH-16 to CB #1 Hydrograph J 28.38 Cfs 33 r f , —1—1—I—1— --- 1 1 1 I---- 1--1—1-i--:— •111 i i i i i i i i i 1111 i i i i i 1 i ii Inflow Area=10.014 ac ■R5 t i i i t i i t i i i ■ Inflow D1 Primary i Peak Elev=590.69' ■ i— i- - - - - - - - r - 30 0" i i ■ i ■' t i t > 1 1 f • 1 1 1 1 1 , — r — r ; — — i t i l Round Culvert i i i i i i i ^ i i i i n o n n — n t i i i ri""U.UfcU i ii t t ti i i i i < i ■i:: i i j i i i i : i i 1 ! 1 1 • r “ i----i * - 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) L=174.0’ O-A ACAA •l1 / o-u.uoyu i i i ’ t . » • i 1 t 1 t t i 1 » 1 i i i i i i i i i i i

Type III 24-hr 10 yr Rainfall=5.21" Printed 311412012 Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 40 Summary for Pond MH-D: MH-D to MH12 [57] Hint: Peaked at 596.78' (Flood elevation advised) Inflow Area 3 Inflow = Outflow = Primary = 7.765 ac, 25.89% Impervious, Inflow Depth = 3.73" for 10 yr event 21.75 cfs @ 12.16 hrs, Volume3 2.413af 21.75 cfs @ 12.16 hrs, Volume= 2.413af, Atten= 0%, Lag= 0.0 min 21.75 cfs @ 12.16 hrs, Volume3 2.413af Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt3 0.01 hrs / 2 Peak Elev= 596.78' @ 12.18 hrs Device Routing #1 Primary Invert Outlet Devices 592.70' 30.0" Round Culvert L= 90.0' Ke= 0.500 Inlet / Outlet Invert3 592.70' / 591.70' S= 0.0111 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=21.53 cfs @ 12.16 hrs HW=596.74' TW=595.70' (Dynamic Tailwater) ^-1=Culvert (Outlet Controls 21.53 cfs @ 4.39 fps) Pond MH-D: MH-D to MH12 Hydrograph L J 23_ _ L. ■ __1 ZS-cfi 21 75 cfs 2d 24-: 22- 1 21 i Iriflow Area=7.765 ac Peak Elev=596.78 1 i1 1--i— f 30.0 Round Culvert i- - *■ n=0.020 II : L=90.0' r-n S=0.011:1 7' -i 16- 15-: --. 17 14o. 13-j > 12- 2. 11 0J _ ._L - _ Inflow U Primary | J- -r —l i-» — l— t- — - - L-L 1 — J — -1— _l— — _ J _ _ i _ L _ X _ J ---------- ' r - r ■ i_j__ L ^ L- V/ o7 8 9 10 11 12 13 14 15 16 17 1 8 1 9 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 & _ 1 — I ____l ______________ l ______________ ' I

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 41 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 1L: Link from Part A 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, Volume= 0.110 af, Atten=0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs 10 yr Primary Outflow Imported from Post Development West Orange A_03 01 12~Link IL.hce Link 1L: Link from Part A Hydrograph — i—i—r iii 0.3“ 0.28 0.26 0.24- ■ Inflow I B Primary | 28 c£ Inflow Area?1.432ac 10 yr Primary Outflow Imported frdm Post Development West Qrange A_03 01 Area3 1_.432j.ac 40.59% Imperv. 0.28 cfs 1?~Lln k1Llhce .J 0.220.2 X °-18^ - 0.16-; s 3 u . S' S 0.14-: 0.12-f ■ r - r .l _ 0.1-1 i. 0.08 0.06 4 0.04 / m 0.02-i 0* m 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 C_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 42 Summary for Link 3L: Link from Part B Inflow Area = Inflow = 3 Primary 2.316 ac, 21.40% Impervious, Inflow Depth = 3.86" for 10 yr event 6.19 cfs@ 12.24 hrs, Volume3 0.746 af 6.19 cfs @ 12.24 hrs, Volume3 0.746 af, Atten= 0%, Lag3 0.0 min Primary outflow 3 Inflow, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs 10 yr Primary Outflow Imported from Post Development West Orange B_03 01 12-Link 3L.hce Link 3L: Link from Part B Hydrograph I Inflow j Primary fi 19 nfs r - r 6.19 Cfs i Post Deyelo 1_J Inflow Area*z.31 ac Oyr Primary Outflow ] Imported frbm t W^st Ora ng e B 03 0,1 12-fUnlf 3L.(ica — i— *. - -i - Area* 2.314 ac ' 21.40% Imperv. L-L_J IT 4 T " t -n T —r u. 3 & 1 % 1 TiiTri|iiiiHMi|»irnfiri|'Hii|»i'ii|f!iii|fiM|iiii|iiii|>iii|fiii|iiii|fiii|fiii|lii & 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) - " T

Type III 24-hr 10 yr Rainfall=5.21" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 43 HydroCAD® 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 = 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 10 yr Primary Outflow Imported from Post Development West Orange B_03 01 12~Link 4L.hce Link 4L: Link from Part B Hydrograph ■ Inflow I 1 Primary | IS 79 17- 15.72 cfs i _ . 15- Post OavMSpment We st Orange B 14- 12% rti r r■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) Inflow Area*5.078 ac 0 yr Primary Outflow Imported from 03 01 12-Llnk 4Lhce Area*5.076 ac 24.87%.lmpeiy,

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 44 Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.609 ac, 22.82% Impervious, Inflow Depth = 3.36" for 10 yr event 39.70 cfs @ 12.17 hrs, Volume= 4.371 af 39.70 cfs @ 12.17 hrs, Volume= 4.371 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link Discharge: Analysis Point A Hydrograph — : ---------------------; ------- r ------ — — ; ----------: --------: — — ----------: -------- ; -----------------: — — ; ------- : — i ----------i _ _ 1 7 f i r . f i 44 424 39.70 cfs i i i ------1 ------ T - “ 1 - “ 1 ___ 1 ____ J 1 1 In i r I mk\ 1 'M 284 ~ 264 u 244 1 56 7 =1 < - _! - "I ------1 ------T - ' ___ i ____ L - . _ _ i— j '' J* • L - . — r _ _ L — r - ____u — 104 Me a= 5 .609 ~ _ — — i - -J r- 1 — ____1 ____J - I Inflow I Primary ic L 1 1 ------U - x _ J j —■ i— i ------ 1 — — _ _ i _____j _ i i ------i . u - 4 — — 1 ------1 ------ 1 r - i 1 1 - _i ------ 1 ------1 III - ~ 1------- 1 1 ____ ' | -------1 -----J 1 1 “ - 1-------- 1 -____ 1 ------1 ------ T - 1 1 ----- 1 ------ X _ J ____ 1 — — — — - - I— r - 1 i l i l ------1 ----- X - 4 — i— r i — ___ - - i ____ ------ U _ X _ - — j — 1 i i I “ “1 _ j _ j ___ i ____ i 124 i i i C ~ -1 ____1 ____ 1 _ - r - ___ i ____ i 164 144 i i 1 -----( T 1 1 i r - ■ ____i ____ 184 i — i— - -1— 44 204 i i i ____i — j . — i 224 i ____1 ____ J _ j _ _ i ___ _ i i ___ i iv fl< ___ i ____ 0^ - ___ i ____ i 14 34-: 32-: 30-: i ----- I ------ T - 1 1 I*ni|i ii i|rn i|ViTTT 4v^tmiVirrpm-p iriftmftinp ni| f i n i i i p 1 w ft 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (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 100 yr Rainfall=8.72" Printed 3/14/2012 Page 45 Summary for Subcatchment 1: PO-DA 1 0.738 af, Depth= 6.62" 6.98 cfs @ 12.24 hrs, Volume= Runoff = Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description 11,168 38,971 8,088 98 79 78 Impervious, HSG D Woods/grass comb., Good, HSG D Meadow, non-grazed, HSG D 58,227 47,059 11,168 83 79 98 Weighted Average 80.82% Pervious Area 19.18% Impervious Area Tc (min) Slope Length (feet) (ft/ft) 16.9 150 0.0270 Capacity Velocity (ft/sec)(cfs) Description 0.15 Sheet Flow, 3.42 Shallow Concentrated Flow, Grass: Dense n= 0.240 P2= 3.42" 270 0.0520 1.3 Grassed Waterway Kv= 15.0 fps 420 Total 18.2 Subcatchment 1: PO-DA 1 Hydrograph ____________,_____ 6.98 cfs i— r ~ i Type III 24-hr 100 yr Rainfall-8.72" Runoff Area=58,227 sf Runoff Volume=0.738 af Runoff Depth=6.62" Flow Length=420* Tc=18.2 min CN=79/98 w4 ini'll II |I II I| IIII |i nil'll II |fniHHTi|Vii,|<iii|<in,|i, 111.1II I'l II I| IIII|P 0 1 2 3456 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)

Post Development West Orange C_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 46 Summary for Subcatchment 2: PO-DA 2 Runoff = 3.40 cfs @ 12.23 hrs, Volume= 0.345 af, Depth= 6.18" 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 * * * 0 0 9,261 19.890 98 Impervious, HSG D 98 Gravel road, HSG D 80 Grass, Good, HSG D 78 Meadow, non-qrazed, HSG D 29,151 29,151 79 Weighted Average 79 100.00% Pervious Area Tc (min) Length (feet) Slope (ft/ft) 12.1 120 0.0400 0.17 0.3 75 0.0600 3.67 Velocity Capacity (ft/sec) (cfs) Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 140 0.0070 Shallow Concentrated Flow, 1.25 Grassed Waterway Kv= 15.0 fps 1.2 130 0.0150 1.84 Shallow Concentrated Flow, 1.7 360 0.0540 3.49 Shallow Concentrated Flow, 0.4 190 0.0100 7.20 Grassed Waterway Kv= 15.0 fps 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 Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 47 Subcatchment 2: PO-DA 2 Hydrograph | ■ Runoff | 3.40 Cfs Type III 24-hr 100 yr 1 j Rainfall=8.72 Rundff Area=29,151 sf Runoff Volume=0.345 af Runoff Depth=6.18" Flow Length=1,015' Tc=17.6 min • CN=79/0 Flow (cfs) r- - 4 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours)

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfalhd. 72" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 48 Summary for Subcatchment 7: PO-DA 7 Runoff = 1.141 af, Depth3 6.35" 14.79 cfs@ 12.11 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall38.72" UH=SCS, Split Pervious/lmperv., Time Span3 0.00-30.00 hrs, Area (sf) CN Description * * * 1,868 14,410 72,265 5.406 98 Impervious, HSG D 85 Yard stone, HSG D 80 Grass , Good, HSG 73 Brush, Good, HSG D 93,949 92,081 1,868 81 Weighted Average 80 98.01% Pervious Area 98 1.99% Impervious Area Tc (min) Length (feet) 4.5 70 0.1600 0.26 0.8 70 0.0857 Slope Velocity Capacity (ft/ft) (ft/sec) D Description (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, 1.46 Woodland Kv= 5.0 fps 2.4 310 0.0200 2.12 in 450 Total Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 7: PO-DA 7 Hydrograph “I--- i—r 16 . J . 14 79 cfs P7 / / 15 14-: ~—i—i—i—r -1— i— -» —i- — i— + - 13-1 It 12 11-; -4------- i- - R 10- I 9: s 8-: a u. y6 r ~ t —i 5-i 4 Type III 24-hr 100 yr Rainfa!i=8.72M Runoff; Area=93,949 sf tupoff Volume=1.141; af Runoff Depth=6.35" Flow Length=450' Tc=7.7 min CN=80/98 3 2 _ 1-; 0- pirn-M-nTf 1 2 3 4 5 67 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) dt3 0.01 hrs