J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 12 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 1.64" for2yr 0.71 cfs@ 12.09 hrs, Volume= 0.129 af 0.09 cfs@ 15.69 hrs, Volume= 0.034 af, Atten= 87%, 0.09 cfs@ 15.69 hrs, Volumes 0.034 af 0.00 cfs @ 0.00 hrs, Volumes 0.000 af event Lag= 215.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.52' @ 15.69 hrs Surf.Area= 2,543 sf Storage3 4,231 cf Plug-Flow detention time= 452.8 min calculated for 0.033 af (26% of inflow) Center-of-Mass det. time= 275.2 min ( 1,144.4 - 869.2 ) Volume Invert Avail.Storage Storage Description #1 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) 592.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 592.00 593.00 594.00 595.00 1,026 1,392 2,181 2,873 0 1,209 1,787 2,527 Device Routing Cum.Store (cubic-feet) 0 1,209 2,996 5,523 Invert Outlet Devices #1 Primary 590.50' #2 #3 Device 1 Device 2 593.50' 594.50’ #4 Secondary 594.75’ 15.0" Round Culvert L= 47.0’ Ke= 0.500 Inlet / Outlet Invert3 590.50' / 589.50' S= 0.0213 V Cc= 0.900 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 14.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.09 cfs @ 15.69 hrs HW=594.52' TW=587.90' (Dynamic Tailwater) 1=Culvert (Passes 0.09 cfs of 9.45 cfs potential flow) 2=Orifice (Passes 0.09 cfs of 0.10 cfs potential flow) 3=Grate (Weir Controls 0.09 cfs @ 0.50 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.00' TW=587.00' (Dynamic Tailwater) ^-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) /