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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />SECTION II <br />EXISTING REPORTS <br /> <br />Two (2) previous reports were provided by the Kern Reservoir and Ditch Company. <br />The first was a hydrologic investigation performed by Resource Consultants, Inc, <br />The second was the Phase I Investigation Report which was prepared by the U. S, <br />Corps of Engineers. Both of these reports were reviewed for their adequacy as <br />design criteria. <br /> <br />Since Tables I and 2 and Figures 3 and 4, which were referred to in the Resource <br />Consultants report, were not included with the report the calculations and re- <br />sulting flows could not be verified, However, in general, the assumptions appear <br />to be correct. The tributary area shown is actually approximately 4.91 square <br />miles not 4.4 square miles. <br /> <br />The Corp of Engineers report contains several pieces of information which do not <br />appear to be correct. The first is that they state that the surface area of the <br />pool at a water elevation of 4795 feet is 210 acres. Dur calculations show an <br />area of 189 acres at this water level. This difference does not, however, affect <br />the runoff calculations in any signifiCant way. In paragraph 7.b., th~ report <br />also states that a failure of the dam "could suddenly release a stored volume of <br />1870 acre-feet." This statement is not correct since the bank near the houses <br />is only approximately 5y, feet high. Therefore, for an area of 189 acres, the <br />release could only be approximately 1040 acre-feet. Once again, this does not <br />change the design parameters, however it does reduce the amount of area which <br />could be damaged by a dam failure. <br /> <br />In the computer printout, it is unclear how the velocities at the crest of the <br />dam were computed. With the wide road on the top of the berm and the relatively <br />small downstream drop of from two (2) to five (5) feet, this dam would react much <br />like a submerged broad crested weir under a storm of this magnitude. In a probable <br />maximum precipitation flood, the town could be expected to be inundated, causing <br />a significant backwater at the overflow by the time that the flood peak arrived, <br />For these reasons, it appears reasonable that for the assumed 2700 foot long dam <br />with the water level 2.25 feet above the crest and a discharge of 10,412 cfs, <br />