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s.onan t s.otlon 2 <br /> 130 140 <br /> /10 130 <br /> GE 110 Pin <br /> p100 fiIto <br /> i6 N i6/00 <br /> be w <br /> 70 w <br /> 30 100 150 200 2W 7 30 0 io 100 130 too <br /> Malts rd ULM(ft) Nwhdd wrap(») <br /> S�ct'tan 3 $salon 4 <br /> I30 130 <br /> 140 140 <br /> S 130 v 130 <br /> 1120 y 110 <br /> 110 I10 <br /> j 100 j 100 <br /> wEEw <br /> -80 0 SO too 130 200 w o 30 100 ISO 260 250 <br /> ftt wrtd Mom(11) IN tW VAkM(H) <br /> Figure 1. Cross sections for the proposed waste pile configuration showing both the old (inside) <br /> and proposed new pile surface. <br /> (Consulting Geotechnical Engineers and Material Testing). A hollow stem auger was used to <br /> drill through the entire thickness of the existing pile. Samples were extracted at various depths <br /> and used to estimate the soil properties. A set of the results are attached. <br /> Direct shear tests were performed to determine the effective cohesion and friction angle. The <br /> result of these tests covered an exceptionally wide range and thus a triaxial shear test was <br /> performed to confirm the appropriate values. The unit weight of the material was determined <br /> during compaction tests. Both the original assumed values and the values determined from <br /> testing are shown in the table below. <br /> Source Friction Angle Cohesion Unit Weight <br /> Assumed 30' 0.1tsf,200psf 125 pcf <br /> Measured 320 0.2tsf,403psf 86 pcf(dry) <br /> Of these properties, an increase in friction angle and cohesion translates into a more stable <br /> slope. In contrast a decrease in unit weight results in a more stable slope. As can be seen the <br />