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S�etlon 1 Section 2 <br /> 130 1A0 <br /> 120 t3o <br /> pno �E t� <br /> 100 tto <br /> 0 E{too <br /> > N e0 <br /> 70Sol, �- <br /> w <br /> so o so 100 is* 2100 250 10 So o so 160 130 too <br /> Mr1sAd awaive H m Its Dow"(it) <br /> section 3 Section 4 <br /> I30 ISO <br /> 140 too <br /> =13o y 130 <br /> 1120 120 <br /> tto Ito <br /> too49 1 1 too <br /> N 041 <br /> -00 0 s0 too ts0 200 �0 30 too 1S0 200 250 <br /> nrti.+9 01162114(n) HVU"d 0wa+w(n) <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 300 0.1tsf,200psf 125 pcf <br /> Measured 329 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 />