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 byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 28 Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 3.26" for 10 yr event 2.86 cfs@ 12.14 hrs, Volume= 0.258 af 0.88 cfs @ 12.62 hrs, Volume= 0.162 af, Atten=69%, Lag= 29.0 min 0.12 cfs@ 12.62 hrs, Volume= 0.096 af 0.76 cfs @ 12.62 hrs, Volume= 0.067 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.82' @ 12.62 hrs Surf.Area= 2,745 sf Storage= 5,003 cf Plug-Flow detention time= 235.5 min calculated for 0.162 af (63% of inflow) Center-of-Mass det. time= 125.4 min ( 966.9 - 841.5 ) Volume Invert Avail-Storage Storage Description #1 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) 592.00' evation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.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 0 1,209 2,996 5,523 Device Routing Invert Outlet Devices #1 Primary 590.50' 15.0" Round Culvert L= 47.0' Ke= 0.500 #2 #3 Device 1 Device 2 593.50' 594.50' #4 Secondary 594.75' Inlet / Outlet lnvert= 590.50'/ 589.50' S= 0.0213 7 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 @ 12.62 hrs HW=594.81' TW=588.31' 1=Culvert (Passes 0.12 cfs of 9.81 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.34 fps) (Dynamic Tailwater) 3=Grate (Passes 0.12 cfs of 4.62 cfs potential flow) Secondary OutFlow Max=0.76 cfs @ 12.62 hrs HW=594.81’ TW=588.31' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir (Weir Controls 0.76 cfs @ 0.83 fps)