J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 24 Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow Depth = 3.91" for 10 yr event 1.55cfs@ 12.19 hrs, Volume= 0.155af 1.52 cfs @ 12.22 hrs, Volume= 0.120 af, Atten= 2%, Lag=1.5min 0.12 cfs @ 12.22 hrs, Volume= 0.065 af 1.40 cfs @ 12.22 hrs, Volume= 0.055 af Inflow Area = Inflow = Outflow = Primary = Secondary = Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.89’ @ 12.22 hrs Surf.Area= 1,311 sf Storages 2,005 cf Plug-Flow detention time= 161.0 min calculated for 0.120 af (77% of inflow) Center-of-Mass det. time= 77.5 min ( 862.1 - 784.6 ) 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 Inc.Store Cum.Store (cubic-feet) (cubic-feet) 0 328 911 1,257 0 328 1,239 2,496 Device Routing Invert Outlet Devices #1 Primary 601.00' 15.0" Round Culvert L= 140.0' Ke= 0.500 #2 #3 Device 1 Device 2 603.50' 604.50' #4 Secondary 604.75' Inlet/Outlet lnvert= 601.00'/600.00' S= n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 0.0071 7 Cc= 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=0.12 cfs @ 12.22 hrs HW=604.89' TW=598.67' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 6.19 cfs potential flow) ^-2=Orifice (Orifice Controls 0.12 cfs @ 5.51 fps) 3=Grate (Passes 0.12 cfs of 6.46 cfs potential flow) Secondary OutFlow Max=1.40 cfs @ 12.22 hrs HW=604.89' TW=598.67' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 1.40 cfs @ 0.97 fps) 0.900