J_2024 05 09_West Orange Stormwater Management Plan

Pre-Development West Orange with ponds 2 Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/4/2012 Page 37 Summary for Reach 13R: Swale Inflow Area = Inflow = Outflow = 2.404 ac, 2.87% Impervious, Inflow Depth = 3.13" for 10 yr event 8.27 cfs@ 12.11 hrs, Volume= 0.627 af 8.02 cfs @ 12.13 hrs, Volume= 0.627 af, Atten= 3%, Lag=1.4min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 3.60 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.87 fps, Avg. Travel Time3 8.1 min Peak Storage= 935 cf @ 12.13 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 0.50’, Capacity at Bank-Full= 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 '/' Top Width= 15.00' Length3 420.0' Slope3 0.0429 7 Inlet Invert3 598.00', Outlet Invert3 580.00' Reach 13R: Swale Hydrograph i—i—i—i—— i —i—i— r - r - -r 8.27 cfs 8.02 cfs I--P I Inflow I Outflow Inflow Area=2.404 ac Flow Depth-0.28’ Avg. -I G r: Max Vel=3.60 fps -r-i n=0.030 r L=420.0? S=0.0429 V Capacity=24.59 cfs E4 . r - i - -i - -|- -1 t —r ~ ii 1 2 3 4 5 6 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)

Pre-Development West Orange with ponds 2 Type III 24-hr 10 yr Rainfall=5.21" Prepared byTRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 38 Summary for Reach 15R: CB-5 to CB-4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area 3 Inflow = Outflow = 0.464 ac, 86.67% Impervious, Inflow Depth = 4.72" for 10 yr event 2.27 cfs @ 12.08 hrs, Volume= 0.183 af 2.26 cfs @ 12.09 hrs, Volume= 0.183 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 5.63 fps, Min. Travel Time= 0.7 min Avg. Velocity 3 1.88 fps, Avg. Travel Time= 2.2 min Peak Storage3 98 cf @ 12.09 hrs Average Depth at Peak Storage3 0.51' Bank-Full Depth3 1.00', Capacity at Bank-Full3 4.39 cfs 12.0" Round Pipe n= 0.025 Corrugated metal Length3 245.0' Slope3 0.0561 7 Inlet Invert3 610.00', Outlet Invert3 596.25' Reach 15R: CB-5 to CB-4 Hydrograph I Inflow I :l-2.2z c 2.26 cfs r - t - -i I Outflow! Inflbw Area=0.464 ac Avg. Flow Depth=0.51' • Max Vel=5.63 fps 12.07 : Round Pipe . i _ J: Ji _L _ L _ L _ i _ Jn^O.025 ; j j L-245.0' r L - L - J _ J ; ; s=o.o56i •/’ Capacity=4.39 cfs ii 0 1 234 5678 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

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 39 Summary for Pond 10P: CB-2 to CB-1 [57] Hint: Peaked at 594.03' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = Secondary - 8.995 ac, 28.42% Impervious, Inflow Depth = 2.92 for 10 yr event 2.188 af 15.00 cfs @ 12.09 hrs, Volume= 2.188 af, Atten=0%, Lag= 0.0 min 15.00 cfs @ 12.09 hrs, Volume= 1.849 af 3.84 cfs @ 11.99 hrs, Volume= 0.339 af 11.29 cfs @ 12.09 hrs, Volume= Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.03' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary #2 Secondary 590.00’ 12.0" Round Culvert L= 330.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet lnvert= 590.00' / 578.00' S= 0.0364 '/' Cc= 0.900 n= 0.025 Corrugated metal 593.75' 30.0'long x 10.0'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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.84 cfs @11.99 hrs HW=593.93' TW=578.95' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.84 cfs @ 4.89 fps) Secondary OutFlow Max=11.27 cfs @ 12.09 hrs HW=594.03' TW=590.48' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 11.27 cfs @ 1.34 fps) Pond 10P: CB-2 to CB-1 Hydrograph 1-___ t ____ i ____ L _ L _ I _______ I ____ I ___ L - L - I isnnnfs I 15.00 Cfs _\_ - . _L - L- L_L-L.L-L-L_ Inflow Area=8.995 ac 16- Peak Elev=594.03‘ 15- 13- 1211_ 10 11.29 cfs cfs 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 ■ Secondary

Pre-Development West Orange with ponds 2 Type III 24-hr 10 yr Rainfall=5.2r' Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 40 Summary for Pond 12P: (new Pond) [57] Hint: Peaked at580.14' (Flood elevation advised) [62] Hint: Exceeded Reach 10R OUTLET depth by 1.30’ @ 12.10 hrs [61] Hint: Exceeded Reach 11R outlet invert by 0.14' @ 12.15 hrs [61] Hint: Exceeded Reach 13R outlet invert by 0.14' @ 12.15 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 15.341 ac, 41.26 cfs@ 41.26 cfs @ 26.82 cfs@ 14.44 cfs @ 24.96% Impervious, Inflow 12.15 hrs, Volume= 12.15 hrs, Volume= 12.15 hrs, Volume= 12.15 hrs, Volume= Depth = 3.65" for 10 yr event 4.661 af 4.661 af, Atten= 0%, Lag= 0.0 min 4.366 af 0.295 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 580.14’ @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 576.00' 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 n= 0.011 Concrete pipe, straight & clean #2 Secondary 580.00' 7 Cc= 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=26.82 cfs @ 12.15 hrs HW=580.14' TW=0.00' (Dynamic Tailwater) ■t-1=Culvert (Inlet Controls 26.82 cfs @ 8.54 fps) Secondary OutFlow Max=14.42 cfs @ 12.15 hrs HW=580.14' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 14.42 cfs @ 1.01 fps) 0.900

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/4/2012 Page 41 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond 12P: (new Pond) Hydrograph «, ' I 41 9firfS | 41.26 cfs -1 46 . _ I______ '__I__l L _ L .. L L Inflow Area=15.341 ac .1---t___i___i_ _ U — U _ I_L _ L - ( ----- L _ L _ I ---- L 44 42 - : :;p;e9k Eley»j58p.t4! 38 ■ Flow (cfs) 34 32 30 28 26.82 cfs 2o i— r- - r - r - p -i— r-i— r-i— i— r • -«_«_•_l__•_<_U - t . 1 - 1 22 L-i- 14.44 cfs 16 14 - I__ L. i1 ■ 12- 10 ■ .. FTTTn 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_L.I._L.L - I ■ Inflow CD Outflow ■ Primary B Secondary

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 42 Summary for Pond 15P: Yard Area Ponding [57] Hint: Peaked at 599.15' (Flood elevation advised) [62] Hint: Exceeded Reach 15R OUTLET depth by 2.64' @ 12.62 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 6.124 ac, 27.47% Impervious, Inflow Depth = 3.70" for 10 yr event 17.49 cfs @ 12.20 hrs, Volume= 1.887 af 17.49 cfs @ 12.20 hrs, Volume= 1.887 af, Atten= 0%, Lag= 0.0 min 2.76 cfs @ 12.59 hrs, Volume= 1.266 af 14.74 cfs @ 12.20 hrs, Volume= 0.621 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.15' @ 12.20 hrs Device Routing Invert Outlet Devices #1 Primary 594.92' 12.0" Round Culvert L= 220.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet lnvert= 594.92'/ 590.25' S= 0.0212'/’ Cc= 0.900 n= 0.025 Corrugated metal #2 Secondary 599.00' 100.0'long x 10.0'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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.76 cfs @ 12.59 hrs HW=599.07' TW=593.80' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.76 cfs @ 3.52 fps) Secondary OutFlow Max=14.73 cfs @ 12.20 hrs HW=599.15' TW=590.49' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 14.73 cfs @ 0.97 fps)

Type III 24-hr 10 yr Rainfall=5.21" Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Printed 3/4/2012 Page 43 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond 15P: Yard Area Ponding Hydrograph — -------------------------------------- -------------------------------------- i— r " i— r I 17 Afl nfs 17.49 Cfs -1 —,— i— r~r - r ~ r " r “ r nf ow Area=6.124 ac r-r 18 Peak Elev=599.15' 14.74 cfs 13- _ ^ L. _ L. - r cfs A-. 1 2 34 567 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) ■ Inflow □ Outflow ■ Primary M Secondary *.r

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/4/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 44 Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.753 ac, 24.92% Impervious, Inflow Depth = 3.64" for 10 yr event 41.95 cfs @ 12.15 hrs, Volume= 4.777 af 41.95 cfs @ 12.15 hrs, Volume= 4.777 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 46H 44 i 42- '1 40 33 36 34 32 30 28 ■ Inflow B Primary I 41 5s 41.95 Cfs J-- Inflbw Area=15:753L ■ac _i, ____I ____1 ______ f 'i-J> _ - L _ J. _ J L _ 1 _ J __ 1 -• L . 1 J _ _ I _1 _ J _ _ i - & 26*1 ’ ✓ ' 24-; u. 20 16- L - L -I .. L _ L J ___ L _ J 12- I __1 _ J _ _ L _ J _ - - * - 4--• L _ L J--- I 2 34 wm 56 8 7 L _ J . _ J __I irtiripinrtnrrtm rt I__1____I _ 11iii|1 ii ip ii 111 ii ip ii ip ii 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) u

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/4/2012 Page 45 HvdroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Summary for Subcatchment 1S: EX-DA 1 Runoff = 9.29 cfs @ 12.24 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, Split 0.974 af, Depth= 6.42" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * * 11,158 661 53,293 14,189 98 98 79 73 Paved road, HSG D Gravel road, HSG D Woods/grass comb., Good, HSG D Brush, Good, HSG D 79,301 67,482 11,819 81 78 98 Weighted Average 85.10% Pervious Area 14.90% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 16.9 150 0.0270 0.15 1.3 270 0.0520 3.42 18.2 420 Total Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 1S: EX-DA 1 Hydrograph . i r ----------------------- ; . . 1 , J ___ _____________ » 9.29 cfs ---ns— — 6J 5- _.L,. .J Type III 24-hr 100 yr : : : Rainfall=8.72" Runoff Area=79,301 sf Runoff Volume=0.974 af ; Runoff Depth=6.42" i Flow Length=420' Tc-18.2 min _ 1 . -I _ -I- _ L _ J _ . L _ _ J _ _ L _ J _ J i CN=78/98 L if 01 2 3 45 67 8 r i 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) r - i - *• dt= 0.01 hrs

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/4/2012 Page 46 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EX-DA2 Runoff = 1.94 cfs@ 12.30 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 100 yr Rainfall=8.72" UH=SCS, 0.227 af, Depth= 6.63" Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * * 4,190 10,038 3,705 98 Paved road, HSG D 80 Grass, Good, HSG 73 Brush, Good, HSG D 17,933 13,743 4,190 83 Weighted Average 78 76.64% Pervious Area 98 23.36% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity (ft/ft) (ft/sec) 21.8 150 0.0400 0.11 1.1 240 0.0630 3.76 22.9 390 Total D Description (cfs) Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 2S: EX-DA2 Hydrograph 1.94 cfs - •» —i - iI ! Type III 24-lir iDOlyr i Rainfall=8.72" Rundff Arda-17,933 sf unoff; Volume=0.227; af ] ftunoff t)epth=6|^3^ : : Flow Length-390’ i i ii ii i w i i ii Tc=22.9mih CN=78/98 ? ° t—) 2 3 4 5 8 7 59 11 12 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 (hours) dt= 0.01 hrs