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- 8 - <br />until the lowest safety factor is determined from a given slope <br />• geometry. 17te input data used in the analysis, including angle of <br /> internal friction, density of materials, and geometry, are shown on <br />Figure 18, along with the minimum safety factor, <br />Refuse pile stability was calculated for the proposed height and <br />an effective horizontal slope of 20°. The analysis was performed for <br />twn separate loading conditions. First the long term stability of the <br />pile under its own weight was calculated using drained parameters of <br />the refuse material. Then stability of the refuse pile for an <br />earthquake loading of 0.059 was determined. This coefficient <br />corresponds to a Zone II earthquake loading. The earthquake <br />coefficient used in the design is conservative, since the refuse pile <br />is ]orated in areas covered by the Uniform Building Oode for Zone I. <br />The earthquake loading assumed in the "SLOPE" program is a horizontal <br />gravitational force with a magnitude of 5 percent of the total vertical <br />load. The safety factors against slope failure for the 20° slope in <br />the two cases analyzed is 1.84 for the static steady-state seepage <br />condition and 1.59 for the steady-state seepage condition with <br />5 percent horizontal gravity force. These two safety factors exceed <br />the minimum 30 CFR 817.85, requirements of 1.5 and 1.0, respectively. <br />SEEPAGE OONSIDERATIONS. Zt1e refuse pile is designed and will be <br />constructed to prevent the flow of lead~ate water migrating into the <br />ground water or natural streams. Our soil borings did rot show any <br />aquifers or ground water flow paths underlying the refuse area. It is <br />estimated that the permeability of the refuse material is 7 x 10-3 <br /> <br />