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<br />thus derived was used as the standard project storm rainfall. An initial <br /> <br /> <br />loss rate of 1.00 inch and an average hourly loss of 0.25 inch were used <br /> <br /> <br />to determine the rainfall excess. The rainfall excess was applied to the <br /> <br /> <br />unit hydrograph shown on plate 1 and resulted in a peak discharge of <br /> <br /> <br />41,000 c.f.s. for the standard project flood. The volume for the standard <br /> <br /> <br />project flood would be 46,800 acre-feet. This is equivalent to 7.2 inches <br /> <br /> <br />of runoff from the 122 square miles of drainage area. Data pertinent to <br /> <br /> <br />the standard project flood are shown on plate 1. A comparison of the <br /> <br /> <br />standard project flood peak with the curve of maximum experienced peak <br /> <br /> <br />discharges for the Arkansas River-John Martin Dam to l1alnut Creel: is sh0l1n <br /> <br /> <br />on plate 2. <br /> <br /> <br />18. Flood Frequencies. There are no stream gaging records for 1':01 f <br /> <br /> <br />Creek at Granada. The peak frequency curve was computed from frequency <br /> <br /> <br />development curves. A study was conducted to determine regionalized <br /> <br /> <br />peak frequency development curves for ungaged streams in the Arkansas <br /> <br /> <br />River basin from John ~lartin Dam to Great Bend, Kansas. Gaged streams <br /> <br /> <br />in the Arkansas River basin "ere studied and peak frequency curves were <br /> <br /> <br />developed from flow records. The 2 and 20 percent recurrence interval <br /> <br /> <br />flows for each station were determined from the frequencies without <br /> <br /> <br />adjustment for likeliness and these values were divided by the peaks of <br /> <br /> <br />the unit hydrographs for the areas to obtain ratios of Q/QUIIG. These <br /> <br /> <br />were plotted against drainage area as shown on plate 3. <br /> <br /> <br />19. Gaged streamflow records for areas adjacent to the study area <br /> <br />8 <br />