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i• <br />Sediment Pond J <br />Riprap Sizing -Down Face of Embankment -Pond J <br />D50 =Size of Riprap <br />D50 = ((V X S^.17)/7.58))^2 <br />D50 = Diameter in feet <br />V =Velocity <br />S =Slope <br />D50 = <br />Ditch J-3 <br />20 inches <br />1.7 feet <br />Ditch J-3 receives flow from Ditch J-8-2, J-9-2 and local flow <br />L_~ <br />Exh-8 - 166 - <br />FEET <br />FEET <br />EXPRESS AS DECIMAL <br />EXPRESS AS DECIMAL <br />SLOPE = X:1 <br />7.14 FEET^2 <br />8.05 FEET <br />0.89 <br />4.08 FT/SEC <br />29.14 CFS <br />28.35 CFS <br />FEET <br />FEET <br />EXPRESS AS DECIMAL <br />EXPRESS AS DECIMAL <br />SLOPE = X:1 <br />1.44 FEET^2 <br />4.44 FEET <br />0.32 <br />9.94 FT/SEC <br />14.32 CFS <br />9.99 CFS <br />12106 <br />Because of the large flow, design as a trapezoidal channel. <br /> Drainage Ditch DJ-3 <br /> Mannings Equation <br /> Flow In a Trapezoidal Channel <br />DEPTH D 1.400 <br />WIDTH W 3.000 <br />Slope 5 0.006 <br />Mannings "N" N 0.025 <br />SIDE SLOPE X 1.500 <br />WETTED PERIMETER=(W)+2'[((X'DY`2+D^2)^0.5] <br />R=AREA/W ETTED PERIMETER <br />V=(1.49/N)'(R".667)'(S".5)= <br />Q=AXV= <br />Q REQUIRED -Peak Discharge <br />Ditch J-8-2 <br />Ditch J-8-2 receives flow from its local drainage area and Ditch J-10. <br />Because of the large flow, design as a trapezoidal channel. <br />Drainage Ditch DJS-2 <br />Mannings Equation <br />Flow In a Trapezoidal Channel <br />DEPTH D 0.400 <br />WIDTH W 3.000 <br />Slope S 0.125 <br />Mannings "N" N 0.025 <br />SIDE SLOPE X 1.500 <br />AREA=(W'D)+(X"D"2)= <br />WETTED PERIMETER=(W)+2'[((X'D)^2+D^2)^0.5] <br />R=AREAM/ETTED PERIMETER <br />V=(1.49/N)'(R^.667)'(5 ^.5)= <br />Q=AXV= <br />Q REQUIRED -Peak Discharge <br />TR-045 <br />APPa~t~o <br />~/3/a~ <br />