J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 44 Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 6.61" for 100 5.54 cfs@ 12.11 hrs, Volume= 0.522 af 5.39 cfs @ 12.15 hrs, Volume= 0.427 af, Atten= 3%, 0.12 cfs@ 12.15 hrs, Volume= 0.122 af 5.26 cfs@ 12.15 hrs, Volume= 0.304 af yr event Lag= 2.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.99' @ 12.15 hrs Surf.Area= 2,864 sf Storages 5,484 cf Plug-Flow detention time= 137.9 min calculated for 0.427 af (82% of inflow) Center-of-Mass det. time= 64.9 min ( 883.5 - 818.6 ) 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 Cum.Store (cubic-feet) 0 1,209 2,996 5,523 Device Routing 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 lnvert= 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=0.12 cfs @ 12.15 hrs HW=594.99' TW=589.40' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 10.02 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.70 fps) 3=Grate (Passes 0.12 cfs of 8.88 cfs potential flow) Secondary OutFlow Max=5.26 cfs @ 12.15 hrs HW=594.99' TW=589.40' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir (Weir Controls 5.26 cfs @ 1.59 fps)