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- 10 - <br />Test holes D-lA and D-3 encountered a clayey gravel layer at <br />• depths of 31 and 24 feet, respectively. Test holes D-lA and D-2 <br />penetrated the overburden soils at depths of 35 and 24 feet wt:ere <br />bedrock of the t4anoos Formation was found. The bedrock varies fran a <br />hard claystone to sandstone. <br />Gmurrhrater was found 28 to 32 feet below the surface at the time <br />of drilling. In order to obtain graudwater Bangles and measure the <br />level of free water, a 2-1/2 inch PVC piezometer was installed in Test <br />hole ~lA. Piezometers were also installed above the refuse pile in <br />test holes W-1 and W-2 shown located on Figure 2. <br />Physical properties and shear strength characteristics of the <br />enbanlanent fill and the foundation soils were determined by laboratory <br />tests an undisturbed samples obtained fmn soil borings. In order to <br />determine the shear strength ciaracteristics of the proposed fill, bulk <br />sale was obtained from the proposed bor~w areas and oanpacted to <br />95 percent of standard Proctor density (ASTF! D-698). This sample was <br />placed in triaxial Dell, confined and tested for sheaz strength with <br />pore pressure measurements. The results of the laboratory tests were <br />used in analyses th define the physical properties and the shear <br />strength d~aracteristics of the proposed constructed mibanlmient. <br />Slope Stability Analysis: Slope stability of the proposed <br />sedimentation pond dam as shown on Fig. 27 was determined using the <br />Bishop method as model in ICES ooitputer program "SLOPE". The computer <br />determines the minimum factor of safety as previously discussed. in <br />order to make a conservative analysis of the sedimentation pond dike, <br />the maximan cross section of the dam was used and analyzed in <br />• <br />