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M05003MT <br />• The ten laboratory soil strength-test results (triaxial <br />compression tests) utilized to determine the average values are <br />presented in the following table. <br /> <br /> <br />Sample No. <br />Moist Unit <br />Weight (pcf) Internal Angle <br />of Friction <br />(degrees) <br /> <br />Cohesion (psf) <br />1 113.7 9 330 <br />2 108.1 5 345 <br />3 109.0 8 360 <br />4 116.4 11 430 <br />5 117.8 15 1005 <br />6 118.0 12 605 <br />7 101.5 7 400 <br />8 105.3 8 330 <br />9 108.3 10 690 <br />10 106.6 13 430 <br />Average Values 110.5 9.8 492.5 <br />Our stability analysis was performed along a proposed cross <br />'~ section of the gob pile site provided by J.E. Stover and <br />~J Associates. The proposed cross section provided is located at or <br />near the maximum height of the proposed gob pile fill and has a <br />`~ height of about two hundred thirty (230) feet. The slope face <br />,J inclination of the cross section is two to one (2:1) horizontal to <br />vertical at the toe of the slope for fifty (50) vertical feet and <br />.1 transitions to a flatter slope for the balance of the slope height. <br />~J The upper slope inclination was varied in our analysis to determine <br />a theoretical calculated factor of safety of 1.5 or greater. The <br />'l stability analysis of the proposed cross sections indicate a <br />J theoretical calculated factor of safety ranging from about .75 to <br />about 1.52 depending on the upper slope inclination used. The <br /><• theoretical calculated factor of safety of 1.52 was associated with <br />~I an upper slope face inclination of five and one half to one (5- <br />1/2:1). The slope stability analysis for the proposed gob pile is <br />presented on Figures A, B, C, D and E. <br />5 <br />~Cam6ert anD ~~s',oociateo <br />CONSULTING GEOTECNNIOQ ENGwEEfIS ANO <br />M~TERNIL TESTING <br />