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_ and x = Stream Elevation Difference <br />Slope Length <br />= 13300 ft. H = 1435 ft. <br />x = 1435 = 0.1079 <br />13300 <br />then LS = [L3300 0.5 430(0.1079) + 30(0.1079) + 0.43 <br />72.6 6.613 <br />LS = 13.53 8.673 <br />6.613 <br />LS = 17.7 <br />The control practice factor (CP) for the watershed of Pond 002 was <br />estimated to be 1.00 for fresh cultivated land with no conservation <br />treatment (Barfield etal, 1981). <br />Next, a stage- discharge relationship was calculated for the principal <br />spillway. The principal spillway is an existing trapezoidal channel <br />with bottom width of 7 ft. and left side slope of 21:1V and a right side <br />slope of 1H:1V (see Exhibit 7 -9, Wadge Impoundment #002, Outlet <br />Details). The channel slope was determined to be 0.001 feet /feet and <br />Manning's n of 0.055 was estimated due the dense, high weeds and <br />vegetation existing in the channel. A rating curve for this channel <br />section was determined by use of Dodson & Associates, Inc. 's software <br />for trapezoidal channel analysis (see Table 3). <br />Lastly, Pond 002 basin geometry was calculated as follows (see Exhibit <br />7 -8). <br />7 -6a -4 Revised 8/27/86 <br />Accumulated <br />Storage <br />Elevation <br />Stage (ft) <br />ac. -ft. <br />Description <br />6554 <br />0.00 <br />0.00 <br />Bottom <br />6611.20 <br />57.20 <br />267.36 <br />(2 +) MUSLE, and <br />Principal Spillway <br />Inlet Elevation <br />6612.04 <br />58:04 <br />276.43 <br />10 -year, 24 -hour Peak <br />Stage <br />Is, 6613.06 <br />59.06 <br />287.77 <br />25 -year, 24 -hour Peak <br />Stage <br />6614.00 <br />60.00 <br />298.68 <br />Top of Road, Maximum <br />Stage <br />7 -6a -4 Revised 8/27/86 <br />