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-7- <br />Drill holes in the existing refuse area were dry upon completion <br />• of drilling. Test holes drilled upslope of the pile showed ground <br />water at the elevations shown on the logs. <br />LABORA7t~RY TESTING. All sartples were examined in the laboratory <br />by the project soil engineer. laboratory testing on typical sartgles <br />consisted of index property tests including dry density, moisture <br />content, Atterberg limits, and grain size analysis. Triaxial shear and <br />direct shear strength tests were performed on selected undisturbed <br />sales. The results of laboratory tests are shown on Figures 9 <br />through 14. All laboratory tests were conducted in accordance with <br />applicable AS'!ff standards and/or U.S. Army Qorps of Engineers methods. <br />In addition, bucket samples of the refuse material were obtained and <br />oongacted in the laboratory to determice their miniman and maximum <br />• densities by ASiM methods D-2049 and D-698. Figures 15 through 17 <br />present the results of these tests. Figures 19 through 24 present the <br />results of grain size analysis, and Figures 25 and 26 presents the <br />results of California Bearing Ratio Tests. <br />REFUSE PILE SIAPE STABILITY ANALYSIS. The stability of the refuse <br />pile, as shown on Fiqure 18, was determined using Bishop methods as <br />modeled in ICES computer program 'SLOPE". This oo~uter model <br />utilizes the refuse pile geometry and the soil strength properties for <br />determining the minimm factor of safety. Various failure circles are <br />constructed at numerous locations in the pile. The congxnter moves the <br />circle centers a~ determines safety factors at different locations <br />• <br />