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<br />probability adjustment based on the period of record and a <br />regional skew coefficient of zero were applied to the frequency <br />curve computations. The discharge-frequency curve is presented <br />in exhibit 5. <br /> <br />8. Discharge-frequency curves for Anderson and King Arroyos <br />were derived from the frequency-development curves shown on <br />exhibits 6 and 7. The development curves were presented in <br />"Report On Review Survey For Flood Control And Allied Purposes, <br />Arkansas River And Tributaries Above John Martin Dam, Colorado" <br />and have been updated to include additional data that are cur- <br />rently available. The curves correlate the relationship of <br />drainage area to Qp/QUHG where Qp is the peak discharge of a <br />given recurrence interval flood and QUHG is the peak of the unit <br />hydrograph. A simple correlation was performed with Qp/QU G <br />as the dependent variable and drainage area as the indepen~ent <br />variable. The coefficient of correlation for the Q50/QUHG <br />versus drainage area curve is 0.6 and for the Q~/QUHG versus <br />drainage area curve it is 0.7. When applying tfie curVeS toa <br />given basin, expected probability adjustment based on 23 years <br />is applied. The 23 years is.the average period of record of the <br />data used in deriving the frequency-development curveS. Discharge- <br />frequency curves for Anderson and King Arroyos are presented in <br />exhibit 8. <br /> <br />c <br /> <br />9. Runoff <br />record for the <br />9 through 13. <br />Arroyos.- <br /> <br />Records. The hydrographs for the period of <br />Arkansas RiVer at La Junta are ShClvn on exhibits <br />There are no runoff records for Anderson and King <br /> <br />6 <br />