J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin4: Basin 4 Inflow Area = Inflow = 3 Outflow Primary = Secondary = 1.146 ac, 46.51% Impervious, Inflow Depth = 0.05" for NJDEP event 0.17 cfs@ 1.13 hrs, Volume= 0.005 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume3 0.000 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 587.22' @ 2.34 hrs Surf.Area3 1,109 sf Storage3 228 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert #1 587.00' Elevation (feet) 587.00 588.00 589.00 590.00 Device #1 Routing Primary Avail.Storage Storage Description 5,305 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 1,002 1,498 2,015 2,582 Invert 585.00' #2 #3 Device 1 Device 2 588.50' 589.50' #4 Secondary 589.75' Inc.Store (cubic-feet) 0 1,250 1,757 2,299 Cum.Store (cubic-feet) 0 1,250 3,007 5,305 Outlet Devices 15.0" Round Culvert L= 37.0' Ke= 0.500 Inlet / Outlet Invert3 585.00’ / 584.00' S= 0.0270 7* Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C3 0.600 Limited to weir flow at low heads 12.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=587.00' TW=582.00' (Dynamic Tailwater) 1 =Culvert (Passes 0.00 cfs of 6.92 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=587.00' TW=582.00’ (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Page 62