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~ determining potential instability. Although continuous <br />I <br />measurements of the fill displacements were not conducted, total <br />i displacements of up to two to three feet have been observed <br />I <br />during relatively short periods of time. <br />i <br />I <br />In addition to the above site observations, field measurements of <br />the bedrock in the vicinity of the highwall were made to <br />determine the potential for slope instability, due to structural <br />features of the bedrock. Results of these measurements are <br />contained in a later section of this report. <br />LABORATORY TESTING <br />The laboratory testing program consisted of: <br />o Classification tests, including moisture content, grain <br />size distribution and Atterberg Limits. These tests were <br />used to determine general gradation range, variation in <br />the moisture content and types of material observed in <br />the bench fill and natural soils. <br />o Proctor tests. These tests were used to determine <br />density ranges for use in evaluation of strength tests. <br />o Direct shear strength tests. These tests were used to <br />determine strength characteristics of the bench fill <br />required for stability analysis. <br />The results of these tests are presented in Appendix A and were <br />utilized for input to the stability analysis. <br />DESCRIPTION OF CROSS-SECTIONAL SOIL PROFILE <br />In general, the nature of the soil profile utilized in the slope <br />stability model consisted of clayey to sandy material with <br />claystone and sandstone fragments overlying a deposit of <br />colluvial soil, which was underlain by sandstone bedrock on the <br />lower portion of the slope. The upper portion of the slope <br />1 consisted of various strata of interbedded shales and sandstone <br />I• <br />l 3 <br />i <br />