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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />III. SLOPE STABILITY ANALYSIS <br /> <br />A. General <br /> <br />Slope failure may occur when the slope or a portion of the slope <br /> <br />is oversteepened or when the phreatic surface is raised within a <br /> <br />marginally stable dry slope. result ing in the reduction of inter- <br /> <br />particle friction forces which serve to resist gravitational forces. <br /> <br />The results of the geotechnical field investigation performed for the <br /> <br />Phase II study Were integrated into the STABL2 slope stability com- <br /> <br />puter program in a manner that simulated conditions that may cause the <br /> <br />s lope to fail. <br /> <br />The analysis model identifies the surface with the <br /> <br />lower factor of safety (most likely to fail) and provides some insight <br />into the likelihood of failure. <br /> <br />A detailed slope stability analysis for the existing slope con- <br />ditions and flattened slope conditions was performed by Hydro-Triad. <br />Ltd. A summary of the results of these analyses is presented in Table <br />2. <br /> <br />B. Soil Parameters and Phreatic Surfaces Selected for Design <br /> <br />The results of the direct shear testing Were evaluated to deter- <br /> <br />mine the most appropriate strength parameters for use in the slope <br /> <br />III-l <br />