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I t Al, I I(-)k/V CAt is i It A 11011:, <br /> The following peak flow calculations were compiled with the computer program <br /> Sedcad.Details of the run-off calculations are shown on the following pages. <br /> 10-YR 25-YR <br /> 24 HR 24 HR <br /> Event Event <br /> Pond B Drainage 29.69 39.16 <br /> Pond C Drainage 33.68 44.32 <br /> Drainage Area D 8.36 ----- <br /> Drainage Area E 1.79 --- <br /> Flow calculations for the site ditches and culverts are <br /> presented in following sections of this exhibit. <br /> Spillway Pond B <br /> Pond B Emergency Spillway <br /> Manning's Equation <br /> Flow In a Trapezoidal Channel <br /> DEPTH D 0.690 FEET <br /> WIDTH W 10.000 FEET <br /> Slope S 0.020 EXPRESS AS DECIMAL <br /> Mannings"N" N 0.030 EXPRESS AS DECIMAL <br /> SIDE SLOPE X 2.000 SLOPE=X:1 <br /> AREA=(W"D)+(XRD')= 7.85 Feet' <br /> WETTED PERIMETER=(W)+2"[((X-D)2+D2)V2] 13.09 Feet <br /> R=AREAAINETTED PERIMETER 0.60 <br /> V=(1.49/N)*(R2r1)'(S1,2)= 5.00 Ft/Sec <br /> Q=AXV= 39.24 CFS <br /> Q REQUIRED-Peak Discharge 39.16 CFS <br /> Sediment Pond B <br /> Riprap Sizing-Across top of Embankment <br /> D50=Size of Riprap <br /> D50=((V x SA.17)/7.58))A2 <br /> D50=Diameter in feet <br /> V =Velocity <br /> S =Slope <br /> D50= 0.11 feet 1.38 inches None Required <br /> MR-202 EXH-8-6 10/19 <br />