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I failure, but also for randomly specified shear surface. For this <br />analysis, a circular failure method of search was determined to <br />1 be the most critical and used for the analysis. The results of <br />this analysis are presented in Table 1 and shown graphically on <br />l Figure 2. <br />Condition 1 showed that the stability of the refuse pile was <br />sensitive to the distance of the low strength fine refuse from <br />the final pile toe location, but that it was independent of <br />whether or not the fine refuse was saturated (high pore <br />pressures). <br />Variation of the strength of foundation soils within the <br />I specified limits, as evaluated by conditions 2 and 4, had little <br />or no effect on the stability of the pile. <br />Condition 3 indicated that the stability of the refuse pile is <br />I significantly effected by excessive internal pore pressure <br />build up. This condition could occur if the internal drain was <br />not operating and excessive infiltration of water into the pile <br />was permitted, such as would occur from ponded water on the <br />surface of the pile. <br />Condition 5 provided acceptable factors of safety for the <br />recommended pile conditions described below. <br />' Based on the above analysis, an optimum pile height of 75 feet <br />was selected. As shown on Figure 3, this represents a storage <br />' volume of slightly more than 2 million cubic yards. <br />7 <br />