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 by TRC Engineers, Inc. Printed 3/14/2012 Page 32 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond CB 1: CB #1 [57] Hint: Peaked at 580.12' (Flood elevation advised) [61] Hint: Exceeded Reach 1R outlet invert by 0.12' @ 12.17 hrs Inflow Area = Inflow = Outflow = Primary = 14.940 ac, 23.84% Impervious, Inflow Depth = 3.38" for 10 yr event 38.20 cfs @ 12.17 hrs, Volume= 4.205 af 38.20 cfs @ 12.17 hrs, Volume= 4.205 af, Atten= 0%, Lag= 0.0 min 38.20 cfs @ 12.17 hrs, Volume= 4.205 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 580.12' @ 12.17 hrs Device Routing #1 Primary #2 Invert Outlet Devices 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= 0.011 580.00’ 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 Primary OutFlow Max=38.20 cfs @ 12.17 hrs HW=580.12' TW=0.00' (Dynamic Tailwater) T—1=Culvert (Inlet Controls 26.73 cfs @ 8.51 fps) '—2=Broad-Crested Rectangular Weir (Weir Controls 11.47 cfs @ 0.94 fps) Pond CB 1: CB #1 Hydrograph I Inflow j Primary I qa on 38.20 cfs 42 40 Inflo 33 36 14 wArea= 34: Peak Elev 32 i 30 i. L_L_ 7-1 ' - 3C’ _l . i . J i1ii 28 26 i i ii 1 ------ f " T~n £ 24-: w 2 2 - : L - J. - J II 2018- r -• r - t - i iii 1614- 12- i iti -i — 10- -i_ — L _ 1 i It- l 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) ac 580 i 12’ I--1 - J -