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<br />f D.7.5.3 Stabilitv Analyses Results and Conclusions <br />The results of the stability analyses indicate that the <br />heap will be stable under the loading conditions evaluated. <br />A summary of the calculated FOS are presented on Figure <br />D.7.5-1. <br />' The minimum FOS for long-term static loading conditions <br />is 1.5 and that for earthquake loading conditions using a <br />' pseudostatic loading coefficient of 0.08 g is 1.1. These values <br />compare favorably with the minimum values of 1.5 and 1.0 <br />recommended by the U.S. Army Corps (1970) for long-term static <br />and pseudostatic analyses. <br />I D.7.6 Pond Stabilitv <br /> <br /> <br /> <br /> <br /> <br /> <br />1 <br /> <br /> <br /> <br />D. 7.6.1 General <br />The stability of the ponds has been evaluated at the most <br />critical cross section for deep-seated slip surfaces as shown <br />on Figure D.7.6-1. The stability of pond section was modelled <br />by using a circular slip surface analysis which utilizes force <br />equilibrium techniques. The cross section was evaluated with <br />the pond as a double synthetic lined system. No phreatic <br />surface was assumed within the embankment or ~.aithin the upper <br />part of the foundation. The embankment was defined as a <br />granular fill. <br />The potential for seismic activity in the vicinity of <br />the project site is addressed in Section D.1 of this report. <br />For the pond stability a pseudostatic acceleratior,coefficient <br />of 0.159 was used. The coefficient is more conservative than <br />the 0.089 used in the heap stability model and indicates <br />acceptable factors of safety even under these more conservative <br />D-55 (Revised 4/20(89) <br />