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Table 1 — Modeled Geotechnical Characteristics <br />Notes <br />1 ESSA Effective Stress Stability Analysis (long -term conditions) <br />2 USSR Undrained Strength Stability Analysis (short-term, end -of- construction conditions) <br />3 The fully- softened shear strength is a peak drained strength envelope that simulates the swelling and softening of a medium stiff or stiffer, fissured <br />clay <br />4 The fully- softened strength was used for the refuse in all cases, material for lab test was pulverized by ball milling, fully- softened strength envelope <br />used for USSA because as- received material classified as "Silty Gravel with Sand" in the lab based on grain size analysis <br />5 The residual shear strength is a large- strain drained strength envelope that applies to previously sheared clays <br />Undrained envelope from CIU triaxial test with pore pressure measurements using maximum deviator stress failure criterion <br />7 Assumed <br />8 This material was assumed to be impenetrable in the slope stability analysis <br />9 Non - linear failure envelope used, halfway between fully - softened and residual, LL =51 1%, 25 % <CF <45% from lab testing <br />revised July 21, 2011 <br />ESSA' <br />USSA2 <br />Moist <br />Sat. Unit <br />Unit <br />Dry Unit <br />Friction <br />Friction <br />Weight <br />Weight <br />Weight <br />Cohesion <br />Angle <br />Cohesio <br />Angle <br />Perm. <br />Material <br />[pcf] <br />[pcf] <br />[pcf] <br />Porosity <br />[psf] <br />[deg.] <br />n [psf] <br />[deg.] <br />[cm /s] <br />Refuse <br />101.0 <br />93.7 <br />82.5 <br />0.30 <br />228 3,4 <br />33.8 3,4 <br />228 3,4 <br />33.8 3,4 <br />4.21 E -06 <br />Colluvium <br />135.4 <br />130.0 <br />-- <br />0.30 <br />330 <br />24.9 <br />487 s <br />14.8 s <br />1.00E -07 <br />0 <br />22.0 <br />Buttress <br />150.0 <br />145.0 <br />-- <br />0.25 <br />0' <br />40' <br />0 7 <br />407 <br />1.00E -01 <br />Coal <br />85.0 <br />82.4 <br />-- <br />0.20 <br />5000' <br />30 7 <br />5000 7 <br />30 7 <br />1.00E -03 <br />Sandstone <br />152.6 <br />147.0 <br />143.2 <br />0.15 <br />20000 $ <br />40' <br />20000 e <br />408 <br />1.00E -04 <br />Non - <br />Shale <br />142.5 <br />135.0 <br />126.7 <br />0.25 <br />09 <br />linear 9 <br />100007 <br />0 7 <br />1.00E -06 <br />Notes <br />1 ESSA Effective Stress Stability Analysis (long -term conditions) <br />2 USSR Undrained Strength Stability Analysis (short-term, end -of- construction conditions) <br />3 The fully- softened shear strength is a peak drained strength envelope that simulates the swelling and softening of a medium stiff or stiffer, fissured <br />clay <br />4 The fully- softened strength was used for the refuse in all cases, material for lab test was pulverized by ball milling, fully- softened strength envelope <br />used for USSA because as- received material classified as "Silty Gravel with Sand" in the lab based on grain size analysis <br />5 The residual shear strength is a large- strain drained strength envelope that applies to previously sheared clays <br />Undrained envelope from CIU triaxial test with pore pressure measurements using maximum deviator stress failure criterion <br />7 Assumed <br />8 This material was assumed to be impenetrable in the slope stability analysis <br />9 Non - linear failure envelope used, halfway between fully - softened and residual, LL =51 1%, 25 % <CF <45% from lab testing <br />revised July 21, 2011 <br />