J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 56 Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow Depth = 0.58" for NJDEP event 0.57 cfs @ 1.21 hrs, Volume= 0.023 af 0.00 cfs@ 0.00 hrs, Volume= 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 Inflow Area = Inflow = 3 Outflow Primary = Secondary = Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.01'@ 2.85 hrs Surf.Area3 992 sf Storage3 992 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert #1 Avail.Storage Storage Description 602.50' 2,496 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) 602.50 603.25 604.25 605.25 120 755 1,067 1,446 Device Routing #1 Primary Inc.Store Cum.Store (cubic-feet) (cubic-feet) 0 328 911 1,257 Invert 601.00’ #2 #3 Device 1 Device 2 603.50' 604.50' #4 Secondary 604.75' •>.• 0 328 1,239 2,496 Outlet Devices 15.0" Round Culvert L3 140.0' Ke= 0.500 Inlet / Outlet Invert3 601.00' / 600.00' n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C3 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads S3 0.0071 7 Cc= 0.900 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=602.50' TW=596.25' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 3.97 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=602.50' TW=596.25' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)