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PILE STOicAGE QUANTITY OPTIMIZATION: <br />• Upon completion of the first analysis for the proposed pile <br />condition as provided to ROCKY MOUNTAIN GEOTECHNICAL, we then con- <br />tinued the analysis in order to determine the maximum slope angle <br />and slope height configuration which would provide the greatest <br />amount of storage in the pile. For this analysis, the side slopes <br />were progressively increased to 2.8:1, 2.3:1, and 2:1. The top <br />elevation of the pile was also increased, with the maximum height <br />analyzed being elevation 5040 at a 2:1 slope. The various pile cross- <br />sections which were analyzed are shown on Plate No. 1 with dashed <br />lines. <br />In performing this additional analysis for optimization of pile <br />storage, the only part of the model which was changed was the points <br />• representing the slope configuration. The piezometric line elevation <br />of the native ground surface, elevation of bedrock, and the shear <br />strength data for the various layers remained the same with this addi- <br />tional. analysis. The factors of safety obtained from these analyses <br />are summarized in the Appendix of this report. The curves which re- <br />flect the change in the factor of safety with varying slope angle and <br />slope height are shown on Plate No. 1. The lowest factor of safety <br />obtained was for the 2:1 slope configuration, with a crest elevation <br />of 5040. The factor of safety obtained from this configuration was <br />1.521, which is slightly more than the 1.5 minimum recommended factor <br />of safety value. Therefore, all slope configurations analyzed had <br />acceptable factors of safety. <br />• For this type of pile, the maximum permissible slope angle per- <br />mitted by Federal regulations is 2:1. Additionally, Federal regula- <br />tions indicate that terraces should be constructed on the face of <br />