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GEOTECHNICAL. Again, the native ground surface profile on Section <br />• A-A was used. <br />Test Borings t9-6-L, R-6-L, and L-S-L, o£ Lincoln-DeVore's sub- <br />surface report for the site, dated April 29, 1980, were located more <br />or less along the Section A-A Line. The soil profiles in these borings <br />were plotted on the model in order to provide a reasonably accurate <br />representation of subsurface conditions for slope stability analysis. <br />Generally, the soil profile in these borings consisted of between <br />10-ft. and 35-f t. of coarse grained, silty, clayey, gravel alluvium <br />overlying sandstone and shale bedrock of the Mesa Verde formation. <br />The appropriate thickness of alluvium and location of tr.e bedrock <br />strata was plotted on the model at each of the test borings, and <br />linear interpolaticn was used between these points. <br />• The proposed sedimentation pond will be located at the toe of <br />the slope, and the water level of this sedimentation pond was assumed <br />to be the exit point for the piezometric line. Also, the piezometric <br />level was assumed to exit at the toe of the slope on the uphill (left) <br />side of the cross-section. The: location of the piezometric line was <br />then estimated between these points. The: effects of the pond, both <br />in terms of pore caater pressure and surface pressure development, were <br />taken into account in the analysis. The location of the piezometric <br />line in the pile was based upon the assumptions that the pile will <br />be constructed relatively slowly, will be provided with an underdrain <br />system, will be generally cone shaped and tr.us reasonably well drained, <br />and the fact that the waste materials themselves are coarse grained <br />and therefore, relatively permeable. Additionally, the coarse grained <br />• native alluvium o~%erlying bedrock would be expected to be reasonably <br />permeable, and may function as an underdrain to an extent. Therefore, <br />