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• and x = Stream Elevation Difference <br />S ope Length <br />= 13300 ft. H = 1435 ft. <br />x = 1435 = 0.1079 <br />~~ <br />then LS = 13300 0'S 430(0.1079)2 + 30(0.1079) + 0.43 <br />t~2~i.~i \ 13 <br />LS = 13.53 8.673 ` <br />0.613 <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 2H: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 />Accumulated <br />Storage <br />Elevation Staoe (ft) ac.-ft. Description <br />6554 0.00 0.00 Bottom <br />6611.20 57.20 267.36 (2+) MUSLE, and <br /> Principal Spillway <br /> Inlet Elevation <br />6612.04 58.04 276.43 10-year, 24-hour Peak <br /> Stage <br />• 6613.06 59.06 287.77 25-year, 24-hour Peak <br /> Stage <br />6614.00 60.00 298.68 Top of Road, Maximum <br /> Stage <br /> 7-6a-4 Revised 8/27/86 <br />