J_2024 05 09_West Orange Stormwater Management Plan

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 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Reach 11R: Surface Swale [91] Warning: Storage range exceeded by 0.25' [55] Hint: Peak inflow is 204% of Manning's capacity Inflow Area = Inflow = Outflow = 1.049 ac, 54.04% Impervious, Inflow Depth = 34.77" for 100 yr event 48.37 cfs @ 12.12 hrs, Volume= 3.041 af 48.23 cfs @ 12.14 hrs, Volume= 3.041 af, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.50 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 3.7 min Peak Storage= 2,192 cf @ 12.14 hrs Average Depth at Peak Storage3 0.75' Bank-Full Depth3 0.50', Capacity at Bank-Full3 23.76 cfs 5.00’ x 0.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 V Top Width3 15.00' Length3 250.0' Slope3 0.0400 '/' Inlet Invert3 590.00', Outlet Invert3 580.00' Page 57

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 58 Reach 11R: Surface Swale Hydrograph Inflow Area=1.049 ac Avg. Flow Depth=0.75' Max Vel=5.50 fps n=0.030 4035- L . £ 30- o __L_ J_. 5 _ _ I ____L _ J J _ . 1 ■ji ■-r 2 I Inflow | I Outflowl ii l 48 37 48.23 cfs rvr • L,=250;o? : i S=0;0400:'7 ^ Capacity=23.70 cfs — *- - - I ------- V- 10- 12 & 34 56 78 1 n ii ip ii ip m iru & 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 -----H - 4 - - 4

Type III 24-hr 100 yr Rainfall=8.72" Pre-Development West Orange with ponds 2 Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 59 Summary for Reach 13R: Swale Inflow Area = Inflow = Outflow = 2.404 ac, 2.87% Impervious, Inflow Depth = 6.37" for 100 yr event 16.51 cfs @ 12.11 hrs, Volume= 1.275 af 16.15 cfs @ 12.13 hrs, Volume= 1.275 af, Atten= 2%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 4.38 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 6.3 min Peak Storage3 1,546 cf @ 12.13 hrs Average Depth at Peak Storage3 0.41' Bank-Full Depth3 0.50’, Capacity at Bank-Full3 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 '/' Top Width3 15.00' Length3 420.0' Slope3 0.0429 '/' Inlet Invert3 598.00', Outlet Invert3 580.00' Reach 13R: Swale Hydrograph 18- 16.51 cfs 17" IS- 16.15 cfs ----- I Inflow I I Outflow! Inflow Area=2.404 ac Avg. Flow Depth=0.41' 15 13- M i Max Vel=4.38 fps -> r--< --r-: n=0.030 l i L=420.0 -i— S=0.0429 T Capacity=24.59 cfs -r-r-r-T 12 11 i 10- -t-- 9- 3 -r-1 i - i — - - - i — r - r - i - i - - 2 1. 2345678 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 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/4/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 60 Summary for Reach 15R: CB-5 to CB-4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = Inflow = Outflow = 0.464 ac, 86.67% Impervious, Inflow Depth = 8.19" for 100 yr event 3.89 cfs @ 12.08 hrs, Volume= 0.317 af 3.87 cfs @ 12.09 hrs, Volume= 0.317 af, Atten= 1%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 6.31 fps, Min. Travel Time3 0.6 min Avg. Velocity 3 2.21 fps, Avg. Travel Time3 1.8 min Peak Storage3 150 cf @ 12.09 hrs Average Depth at Peak Storage3 0.73' 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 V Inlet Invert3 610.00', Outlet Invert3 596.25' Reach 15R: CB-5 to CB-4 Hydrograph — .1,3.83 ----- 1 -i i 1 -- T------I 3.87 cfs Inflow Area=0.464 ac Ayg. plbw peptH=0.73' *; *|' :Max Vel=6.31 fps 1__ J__ ■_ -I__ J.___ » ' i»iiiiiii iiiiiiiiii i • _ •' o2 l . j . _ 1 234 5678 i : Round Pipe : : : : : : : n=0.025 iiiiiiiiiiii :i i .:i i :i i i:i i :i i i: : L^245.0’ i-i i i f S=0.0561 T • Capacity-4.39 cfs ■ T “ i ’ “I-------- 1— i— r ■ i * *1“ ~r " * ■ i 0 1 9 10 11 12 13 14 15 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow | ■ Outflow |

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 61 Summary for Pond 10P: CB-2 to CB-1 [57] Hint: Peaked at 594.18' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = Secondary = 8.995 ac, 28.42% Impervious, Inflow Depth = 5.02" for 100 yr event 3.764 af 25.29 cfs@ 12.08 hrs, Volume= 3.764 af, Atten= 0%, Lag= 0.0 min 25.29 cfs @ 12.08 hrs, Volume= 2.950 af 3.84 cfs @ 11.78 hrs, Volume= 0.814 af 21.58 cfs @ 12.08 hrs, Volume= Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.18' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 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 #2 Secondary 30.0'long x 10.0'breadth 593.75' 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 @ 11.78 hrs HW=593.91' TW=578.85' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.84 cfs @ 4.89 fps) Secondary OutFlow Max=21.54 cfs @ 12.08 hrs HW=594.18' TW=590.71’ (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 21.54 cfs @ 1.68 fps) Pond 10P: CB-2 to CB-1 Hydrograph -i— i r^r 93 r.fS : 25.29 cfs 23 26 24- 22 21.58 cfs LA nf ow Area=8.995 ac Peak Elev=594 .18* A 18- _ L. _ i2 16 14- u. 12- 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) ■ Inflow □ Outflow ■ Primary M Secondary

Pre-Development West Orange with ponds 2 Type III 24-hr 100 yr Rainfall=8.72" Prepared byTRC Engineers, Inc. Printed 3/4/2012 HydroCAD® 9,10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 62 Summary for Pond 12P: (new Pond) [57] Hint: Peaked at [62] Hint: Exceeded [61] Hint: Exceeded [61] Hint: Exceeded Inflow Area = Inflow = Outflow = Primary = Secondary = 580.33' (Flood elevation advised) Reach 10R OUTLET depth by 1.35' Reach 11R outlet invert by 0.33' @ Reach 13R outlet invert by 0.33' @ @ 12.09 hrs 12.14 hrs 12.14 hrs 15.341 ac, 24.96% Impervious, Inflow Depth = 6.97" for 100 78.45 cfs@ 12.14 hrs, Volume= 8.905 af 78.45 cfs @ 12.14 hrs, Volume= 8.905 af, Atten= 0%, 27.60 cfs@ 12.14 hrs, Volume= 7.240 af 50.85 cfs @ 12.14 hrs, Volume= 1.665 af yr event Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 580.33' @12.14 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 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Secondary 580.00’ 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=27.60 cfs @ 12.14 hrs HW=580.33’ TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 27.60 cfs @ 8.79 fps) Secondary OutFlow Max=50.81 cfs @ 12.14 hrs HW=580.33' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 50.81 cfs @ 1.54 fps)

Pre-Development West Orange with ponds 2 Type III 24-hr 100 yr Rainfall=8.72" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 63 Pond 12P: (new Pond) Hydrograph ”~r“ 78.45 cfs 85 80 - r - r r r-r Inflow Area=15:341 ac Peak Elev=580.33' •o L-• -.L .-L.L 00 55 : .L 50.85 cfs y> 508 455 o 40 30 - 155 '"■rs/s/s/s. 105 0- 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.L ■ Inflow C3 Outflow ■ Primary M Secondary

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 64 Summary for Pond 15P: Yard Area Ponding [57] Hint: Peaked at 599.24' (Flood elevation advised) [62] Hint: Exceeded Reach 15R OUTLET depth by 2.63' @ 12.61 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 6.124 ac, 27.47% Impervious, Inflow Depth = 7.03 for 100 3.585 af 32.90 cfs @ 12.20 hrs, Volume^ 3.585 af, Atten= 0%, 32.90 cfs @ 12.20 hrs, Volume= 2.037 af 2.76 cfs @ 12.59 hrs, Volume= 1.548 af Volume= 30.16 cfs @ 12.20 hrs, yr event Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.24' @ 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 7 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=599.12' TW=593.85' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.76 cfs @ 3.52 fps) Secondary OutFlow Max=30.15 cfs @ 12.20 hrs HW=599.24' TW=590.73' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 30.15 cfs @ 1.24 fps)

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 65 Pond 15P: Yard Area Ponding Hydrograph i——: ' "_l i ■ y ~r ~i r •’ I 39 pn rfS I 32.901 cfe F' 34 33 I__L_L_t______ Inflow Area=6.124 ac Peak Elev=599.24' 30.16 cfs 30 28- . _ 1_\_I_L L-». 1. .. 26 Flow (cfs) 22 = 20 18- = ' 10 .. . .. t. _ L - L ' 128-. 6, cfs 2 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 0 Outflow ■ Primary M Secondary

Pre-Development West Orange with ponds 2 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 3/4/2012 Page 66 Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.753 ac, 24.92% Impervious, Inflow Depth = 6.96" for 100 yr event 79.82 cfs @ 12.14 hrs, Volume= 9.133 af 79.82 cfs @ 12.14 hrs, Volume= 9.133 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 i—r ■ Inflow U Primary l 7Q fl? rf 79.82 cfs Inflow Area= o' 15:753 ac r- 70i - + - ■> - 55 j-- 50o 45 ■ 2 A0-. L _ 1 L - L J _ _ L-1 L _ 1 •_ 'M - *■ - j - - J__ ___ i . _ J ______ I ___ I ____ J . _ J _______ I ___1 _ J _ _ — I-- L-» J _ _ 35 30- 20 15 10irt ii i|1 n i|1 n 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) 4-, _