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earthquake e l aiding, flood loading, and rapid drawdown. For the flood and <br />rapid dra�wdown conditions, pore pressures in the levee were obtained from <br />the foregoing seepage analysis. <br />The stability a nalysis methodology we have used includes two possible <br />ground water surfaces, namely: a a ground grater surface phre tie line) for <br />the seeps fed by ground water and h a ground water surface phre tie line) <br />for seeps fed by ditch water loss. The latter o these assumes that the ditch <br />water fed seeps are not connected with the ground water. Results ults f the <br />s tability analysis are shogun in Appendix A and summarized ed in Tables A and <br />B below. The figures in Appendix A schematically show the sharper and <br />locations of theoretical failure surfaces. The two locations of the ground <br />grater surfaces made little difference in the shapes and locations of the <br />theoretical failure surfaces so at the scale of the schematics in Appendix A <br />the difference is not discernable. The anal indi the existing levee <br />meets F MA slope stability requirements for the ground water conditions <br />believed to exist. This is true even if the seeps are fed solely from ditch <br />water loss,, <br />Table A. Stability Analysis results (ground water fed seeps) <br />Condition* <br />Theoretical Factor of Safety <br />Larndside C reeks ide <br />Stea State <br />4 .6 5.0 <br />E arthquake <br />. . <br />C ritical Flood Stange <br />4,7 5 .0 <br />Rapid Drawdown <br />N.A. 5.1 -- <br />*Since the levee exists, "end of construction" is not-applicable. <br />FLATIRON COMPANIE <br />LEVEE AT DEEPS FARM PIT .� . <br />DTIT 25,305 <br />