J_2024 05 09_West Orange Stormwater Management Plan

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 49 Summary for Subcatchment 8: PO-DA 8 Runoff = 1.73 cfs@ 12.43 hrs, Vo!ume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.247 af, Depth= 7.97" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * * 10,980 5.243 98 Impervious, HSG D 85 Yard stone, HSG D 16,223 5,243 10,980 94 Weighted Average 85 32.32% Pervious Area 98 67.68% Impervious Area Slope Velocity Capacity (ft/ft) (ft/sec) Description Tc (min) Length (feet) 30.5 100 0.0030 0.05 Sheet Flow, Yard Stone 1.2 80 0.0030 1.11 Shallow Concentrated Flow, 31.7 180 Total (cfs) n= 0.250 P2= 3.42" Paved Kv= 20.3 fps Subcatchment 8: PO-DA 8 Hydrograph 1.73 cfs Type III 24-hr 100 yr Rainfall=8.72" Runoff Area=16,223 sf Runoff Volume=0.247 af Runoff Depth-7.97" Flow Length=180' | Slope=0.0030T Tc=31.7 min CN=85/98 — i- mpA 8 jfD i) nielli i1^ it 1111 ii i'u 11 i*i i ■ 111111 |i i j n‘i M' n i1 ‘i p ‘i u'*1 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 C_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 50 Summary for Subcatchment 9B: PO-DA 9B Runoff = 5.18 cfs @ 12.28 hrs, Vo!ume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.602 af, Depth= 7.34" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * * * 5,504 6,361 30,963 98 Impervious, HSG D 98 Gravel road, HSG D 85 Yard stone, HSG D 42,828 89 Weighted Average 85 72.30% Pervious Area 98 27.70% Impervious Area 30,963 11,865 Tc (min) Length (feet) 19.6 100 0.0090 0.08 1.9 150 0.0066 1.31 21.5 250 Total Slope Velocity Capacity (ft/ft) (ft/sec) Description (cfs) Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Shallow Concentrated Flow, Yard Stone Unpaved Kv= 16.1 fps Subcatchment 9B: PO-DA 9B Hydrograph Runoff 5.18 'Trrr; : Type III 24-hr ff00[yr i : i Rainfall=8.72,> Runoff Area=42,828 sf Volume=0.602 af R unoff; ; Runoff Depth=t34" i Flow Length-250' H 1 H Tc=21.5 min !■: I CN=85/98 — ------T -------- — 3 - " T - 7 1 ri i—7 1-1---1 . il'im |^n i| n 0 1 2 34 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--- r - r .....................

Post Development West Orange C_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 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 9D: PO-DA 9D Runoff = 7.85 cfs @ 12.19 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, 0.782 af, Depth= 7.40" Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= Area (sf) CN Description * * ★ 1,192 16,177 37,810 98 Impervious, HSG D 98 Gravel road, HSG D 85 Yard Stone, HSG D 55,179 37,810 17,369 89 Weighted Average 85 68.52% Pervious Area 98 31.48% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) 12.6 100 0.0270 0.13 0.8 120 0.0270 2.65 Shallow Concentrated Flow, Yard Stone 1.1 130 0.0140 1.90 Shallow Concentrated Flow, Yard Stone Description (cfs) Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Unpaved Kv= 16.1 fps Un paved Kv= 16.1 fps 14.5 350 Total Subcatchment 9D: PO-DA 9D Hydrograph 1------- 1----- 1 1 i • i i i i t 7.85 CTS > i ------ 1------!------1------ !------ !------ !------1------ !------ 1------1----- 1------1----- !-----i 1 l l t 1 : 1 i i ' t i ' ' 1 ! 1 1 1 1 r 1 l , 111111!11|!1 i—i—■—!— 5“ I------- T----------1-------1- ■ r - t--------- 1- : Rainfall=8.72" Runoff Area=55,179 sf Runoff Volume=0.782af Runoff Depth=7.40" Flow Length=350' Tc=14.5 min CN=85/98 i- 12 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) 0.01 hrs

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 52 Summary for Reach 1R: Swale 2.157 ac, 1.99% Impervious, Inflow Depth 3 6.35" for 100 yr event 14.79cfs@ 12.11 hrs, Volume= 1.141 af 14.44 cfs @ 12.13 hrs, Volume= 1.141 af, Atten= 2%, Lag=1.2min Inflow Area = Inflow = 3 Outflow Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 4.25 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 6.5 min Peak Storage3 1,427 cf @ 12.13 hrs Average Depth at Peak Storage3 0.38’ Bank-Full Depth3 0.50', Capacity at Bank-Full3 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 10.0 V Top Width3 15.00' Length3 420.0' Slope3 0.0429 7 Inlet Invert3 598.00', Outlet Invert3 580.00' Reach 1R: Swale Hydrograph I--fJ -------1 16- _ 14.79 Cfs _ L L _ i _I ___ I I I ii 13_i _ 1211- Max Vel=4.25 fps !— t- - 4 —i—«- n=0.030 ii ii iii ■ L=420;0' 5=0.0429; 7 C apacity=24.59 cfs - . \vIII ri l•I! II! I 0 _ II'I Iriflo>w Area=2.157 ac Avg Flow' Depth=0.38! 14.44 cfs H 15-1 t _ _L _ J------ J-J 1 234 56 II l|l II l|» M Ml II 1^ II m M l|l I. ..... .................. . IVffl'MTfrr 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I I m ! I Inflow j Outflow

Post Development West Orange C_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 53 Summary for Pond CB 1: CB #1 [57] Hint: Peaked at 580.30’ (Flood elevation advised) [61] Hint: Exceeded Reach 1R outlet invert by 0.30' @ 12.16 hrs 14.940 ac, 23.84% Impervious, Inflow Depth = 6.70" for 100 yr event 72.45 cfs @ 12.16 hrs, Volume= 8.340 af 72.45 cfs @ 12.16 hrs, Volume= 8.340 af, Atten= 0%, Lag= 0.0 min 72.45 cfs @ 12.16 hrs, Volume= 8.340 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= 580.30' @ 12.16 hrs Device Routing Invert Outlet Devices #1 Primary 576.00' #2 Primary 580.00' 24.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet lnvert= 576.00' / 574.00' S= 0.0222 7 Cc= 0.900 n= 0.011 100.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=72.43 cfs @ 12.16 hrs HW=580.30' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 27.49 cfs @ 8.75 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 44.93 cfs @ 1.48 fps) Pond CB 1: CB#1 Hydrograph L- J I 7?.45.cfs I 72.45 cfs - d0- ■ Inflow Primary | Inflow Area=14.940 ac Peak Elev=580 30’ - m _ 50- % % a 45- 10- % E 35- L-1 m 2 3 4 Ymm 5 6 7 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 54 Summary for Pond Div Chamber: Diversion Chamber to Aqua-Swirl [57] Hint: Peaked at 600.46’ (Flood elevation advised) Inflow Area = Inflow m Outflow = Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 7.14" for 100 yr event 52.94 cfs @ 12.18 hrs, Volume= 5.957 af 52.94 cfs @ 12.18 hrs, Volumes 5.957 af, Atten= 0%, Lag= 0.0 min 52.94 cfs @ 12.18 hrs, Volumes 5.957 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 600.46' @ 12.18 hrs Device Routing #1 Invert Outlet Devices Primary 591.60’ 30.0" Round Culvert L= 88.0' Ke= 0.500 Inlet / Outlet Inverts 591.60' / 588.00' S= 0.0409 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=52.94 cfs @ 12.18 hrs HW=600.46’ TW=594.27' (Dynamic Tailwater) 1=Culvert (Outlet Controls 52.94 cfs @ 10.78 fps) Pond Div Chamber: Diversion Chamber to Aqua-Swirl Hydrograph —i— i i i i i i 52 94 94 cfs i i i n Fit i i i 1 i i > 1 i i r 1 i i i 1 i i i 1 i i t 1 i i - • I i i i I i i .i 1 Area=10.014 ac )Wi i - — — 45 — r ~ - - 40- Peiak Elev=600.46' i i i i - - r " t - t - -i- ~ r ~ i —i -. r i i .1 _ 3530 % “• 25- i i i i i i : l ’ 1 T- m 111 11114II114 II111II 111II l II 11 ■ II114 I I 11 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 i i i ' " ; 30.0M Round Culvert ! i i i ! 1 1 20- 10- _ t n=0.020 1=88 0' i i i i i i i 1 L7W,V © 1 1 1 ii o = 0.0409 V i i i i ■ i i i i i i i i i i i i i i i i i i i i ■ Inflow B Primary

Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Page 55 Summary for Pond MH 12: MH 12 to Div Chamber [57] Hint: Peaked at 605.47' (Flood elevation advised) 10.014 ac, 26.77% Impervious, Inflow Depth = 7.14" for 100 yr event 52.94 cfs @ 12.18 hrs, Volume= 5.957 af 52.94 cfs @ 12.18 hrs, Volume= 5.957 af, Atten= 0%, Lag= 0.0 min 52.94 cfs @ 12.18 hrs, Volume= 5.957 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= 605.47’ @ 12.18 hrs Device Routing #1 Invert Outlet Devices Primary 591.70' 30.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/Outlet lnvert= 591.70’/591.60' S= 0.0100'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=52.85 cfs @ 12.18 hrs HW=605.46' TW=600.46' (Dynamic Tailwater) '1=Culvert (Inlet Controls 52.85 cfs @ 10.77 fps) Pond MH 12: MH 12 to Div Chamber Hydrograph —:—!—i—;—i—i— I . . • 1 i■ it )i ii ii ii S i l l ! 52. 94 cfsj i i i i i i 52.94 cfs Inflow Are a=10.014 ac - - ! Peak ' 1 tE:lev=605.47' 30.0" l 1 ) Round Culvert ; ■; • - r -1 ■ 1 i ! //VV^w n=0.020 - --- 1 • 1 1 1 ■ 1 • I 1 f i 1 i . _ i__:_ i i c— o ■ 1 i i i ; J-, 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) , L=10,0* 0.0100 V •i ^i « i • ■ i i i t i i . • ■ Inflow k M Primary |

Post Development West Orange C_03 01 12 Prepared byTRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 56 Summary for Pond MH G: MH G to MH H [57] Hint: Peaked at 709.77' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 1.267 ac, 31.48% Impervious, Inflow Depth = 7.40" for 100 yr event 7.85 cfs @ 12.19 hrs, Volume= 0.782 af 7.85 cfs@ 12.19 hrs, Volume= 0.782 af, Atten= 0%, Lag= 0.0 min 7.85 cfs @ 12.19 hrs, Volume= 0.782 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 709.77' @ 12.21 hrs Device Routing #1 Invert Outlet Devices Primary 598.50' 12.0" Round Culvert L= 159.0' Ke= 0.500 Inlet / Outlet lnvert= 598.50’ / 597.50’ S= 0.0063 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=7.69 cfs @ 12.19 hrs HW=707.89' TW=688.07' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.69 cfs @ 9.79 fps) Pond MH G: MH G to MH H Hydrograph I p ~ l - - I----f - -4 - . t_ _ L _ J . . _ l _ i __________r . p i i i 1 1 i i i i i i i t 1 1 1 1 1 “ 1 T t 1 1 S 5: V -i— 4- - 4 —i —I------------------------I-------U _ -I 0 1 23 45 i i i + ■ 1 1 1 1 1 1 1 4 1 1 1 1 1 1 1 t 1 i ■ i. Hi I 1 i 1 1 l 1 i i 1 1 1 1 1 1 1 1 1 1 1 t I 1 1 I 1 1 i 1 i l 1 1 1 1 1 1 | 1 In flow Area=1.267 ac i i p4ak;El0v==7Q9-77: T 1 1 1 1 i i 1 i 1 i 1 i 1 — 1 i 1 i i 1 --------. i 1 1 t 1 i i 1 1 i i 1 ( i i 1 1 I « i i i i 1 I 1 I 1 12.0'* 1 1 1 Round Culvert i i i i i i i i i : n=0.020 i i i — * . i - i . I c-n iwicii'/' \J i i i i i i L=159.0' i i ■')> 1 1 1 1 1 \J m 1 1 1 1 1 1 \J \J ^ 1 1 I 1 1 I 1 1 1 1 1 TfrrrrfrT mm 678 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 i (hours) I Inflow | i Primary | 1 1 1 mrnmw

Post Development West Orange C_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 sI n 06401 © 2009 HydroCAD Software Solutions LLC Page 57 Summary for Pond MH H: MH H to MH I [57] Hint: Peaked at 689.75' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 7.38" for 100 yr event 12.58cfs@ 12.21 hrs, Volume= 1.383af 12.58 cfs@ 12.21 hrs, Volume= 1.383 af, Atten= 0%, Lag= 0.0 min 12.58cfs@ 12.21 hrs, Volume= 1.383af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 689.75' @ 12.21 hrs Device Routing #1 Invert Outlet Devices Primary 597.00' 12.0" Round Culvert L= 154.0’ Ke= 0.500 Inlet / Outlet lnvert= 597.00' / 595.50' S= 0.0097 7’ Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=12.59 cfs @ 12.21 hrs HW=689.63' TW=637.94' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.59 cfs @ 16.04 fps) Pond MH H: MH H to MH I Hydrograph 14 19 58 cfs 13 i i i i i i Inflow Area=2. f —i - -i—r - : . 12-; I Inflow I I Primary | i 250 ac Peak Elev-689.75' 11 % 12.0M 10: % 9 m :• 8: 7: 1 6 L-J 5 % m m Round Culvert n=0.020 _L _ 1_I . L^154.0I 8=0.0097 r 4 3 2 10 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 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 58 Summary for Pond MH I: MH I to MH 12 [57] Hint: Peaked at 638.08' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 7.38" for 100 yr event 12.58 cfs @ 12.21 hrs, Volumes 1.383 af 12.58 cfs @ 12.21 hrs, Volume= 1.383 af, Atten= 0%, Lag= 0.0 min 12.58 cfs @ 12.21 hrs, Volume= 1.383 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 638.08’ @ 12.21 hrs Invert Outlet Devices Device Routing #1 Primary 595.50’ 12.0" Round Culvert L= 91.0' Ke= 0.500 Inlet / Outlet Inverts 595.50' / 594.50' S= 0.0110 '/' n= 0.020 Corrugated PE, corrugated interior Cc= 0.900 Primary OutFlow Max=12.60 cfs @ 12.21 hrs HW=637.94' TW=604.94' (Dynamic Tailwater) ^-1=Culvert (Outlet Controls 12.60 cfs @ 16.04 fps) Pond MH I: MH I to MH 12 Hydrograph I Inflow I j Primary I 12 5B cf L _ 1--------1----- 12.58 i_ _ cfs 12- Inflow Area-2.250 ac Peak Elev=638.08' _l----; l---i. i r - - 4 ‘ ------- Round Culvert ii — 1- — r — -4-----------1 Ti _ ------------ -- t2.0 i•ii m _J_ u 1 _ J _ -i n=u. L-91.0' L_i_J S=0.0110 7 _i _ a _ % % % jwmkTrtitTrn^wnHrnHTTiTTTTTi n rrVmrh 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) m