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 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 58 Summary for Pond Basin2: Basin 2 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.721 ac, 54.26% Impervious, Inflow Depth = 0.24" for NJDEP event 0.49 cfs @ 1.11 hrs, Volume3 0.015 af 0.00 cfs @ 0.00 hrs, Volume3 0.000 af, Atten= 100%, Lag3 0.0 min 3 0.00 cfs @ 0.00 hrs, Volume 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= 597.60' @ 2.34 hrs Surf.Area3 656 sf Storage3 637 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 4,191 cf Custom Stage Data (Prismatic)Listed below (Recalc) 596.25' Elevation Surf.Area (feet)(sq-ft)(cubic-feet)(cubic-feet) 319 536 878 1,335 2,565 596.25 597.25 598.25 599.25 600.25 Inc.Store Cum.Store 0 428 707 1,107 1,950 0 428 1,135 2,241 4,191 Device Routing Invert Outlet Devices #1 Primary 594.00' 12.0" Round Culvert L= 78.0' Ke= 0.500 #2 #3 Device 1 Device 2 597.50' 598.00' #4 Secondary 598.50' Inlet / Outlet Invert3 594.00' / 592.00' S= 0.0256 ’/' 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 10.0* long x 12.0' 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) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.25' TW=592.00’ (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.21 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=596.25' TW=592.00' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)