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1 <br /> <br />1 <br /> <br />1 <br /> <br /> <br /> <br /> <br /> <br />l 1 <br />1 <br />1 <br /> <br /> <br /> <br />1 <br /> <br />1 <br />- 13 - <br />clusion of a near-horizontal bench along its crest. The final <br />height of the pile will also vary in proportion to any <br />changes in the width of the pile from the assumed value of <br />200 feet. The results of these stability analyses are pre- <br />sented and discussed in Appendix A. <br />Our analyses indicate that a pile constructed at a slope <br />of 1.0 (vertical) 2.0 (horizontal) would meet the required <br />safety factor of 1.5,specified in Section 120 (2)(v)(I) of the <br />CMLRB regulations, only for the case of a pile composed prin- <br />cipally of sandstone. The safety factor would be reduced to an <br />unacceptable 1.30 if a pile of this configuration was composed <br />principally of shale. <br />A pile constructed at a slope of 1.0 (v) 2.25 (h) would, <br />have an adequate safety factor if composed of sandstone or a . <br />sandstone/shale mix. A safety factor o#~ 1.46, which is mar- <br />ginally below the required safety factor, is indicated for a <br />pile composed principally of shale and constructed at this <br />slope. <br />Safety factors in excess of 1.6 have been calculated for <br />a pile of .sandstone or shale constructed at a slope of 1.0 <br />(v) 2.5 (h). <br />The results of our stability analyses are summarized in <br />Table 1. <br />r,EO~roRO coNw~mw, iNC. <br />