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TABLE 3-1 Material Properties Used for Stability Analysis Forward Landfill Stockton, California Friction Apparent Unit Material/Shear Surface Angle Cohesion Weight d rees s c P Clay liner/textured geomembrane interface(Normal Stress 0 to 6,500 psf) 18 0 120 Clay liner/textured geomembrane interface(Normal Stress 6,500 to 17,000 psf) 10 1,000 120 Textured geomembrane/cushion geotextile(Normal Stress 0 to 8,000 psf) 15.5 0 120 Textured geomembrane/cushion geotextile(Normal Stress 8,000 to 16,000 psf) 9.5 2,220 120 T", Clay liner(Normal Stress 0 to 6,500 psf) 18 0 120 Clay liner(Normal Stress 6,500 to 17,000 psf) 10 1,000 120 ;{"tSn, a ..� '� r•�. � - 3 �, ^s r - '.n"'='r' r ,kk'i z� ', ,� �"1 GCL/Geomembrane/GDN (Normal Stress 0 to 17,000 s 7 0 120 GCL/Geomembrane/O s Layer(Normal Stress 0 to 17,000 DSD 7 0 120 WI %f 1 Biu 1 f k kst i t&' Waste'(Normal Stress 0 to 770 s 0 500 75 Wastes ormal Stress 770 to 17,000 s 33 0 75 Notes: 'Waste properties based on literature values(Kavazanjian,1999). %aced on previous soil investigations(CH2M HILL,1994e),the foundation materials are relatively strong. Critical shear surfaces therefore occur within the lining system and refuse and do not extend through the foundation Seismic properties for refuse were modeled based on the work by Matosovic and Kavazanjian(1998) at the Operating Industries Inc. (OII) landfill in Southern California. Matosovic and Kavazanjian (1998) developed shear modulus versus strain and damping versus strain relationships based on analyzing and back calculating the response of the OII Landfill during various earthquakes. The shear wave velocity assumed for the refuse is also based on the velocity profile developed for the OII Landfill (Idriss et al., 1995). The shear wave velocity used in the analysis was varied between 650 and 970 ft/sec. Because the depth to bedrock beneath the site is not known, stiff soils having properties similar to bedrock were assumed to occur at a depth of 80-ft. The shear wave velocity of the underlying deposits at the site were assumed based on compression wave velocities for soil presented by Spangler and Handy(1982). The shear wave velocities were assumed to vary between 600 and 800 ft/sec. These shear wave velocities were assumed to increase and vary between 800 and 1,200 ft/sec when modeling varying refuse fill heights above the soil. The shear-wave velocity of the stiff soil/bedrock was assumed to be 3,000 ft/sec.The variations of shear modulus and damping ratios with strain for sand are based on Vucetic and Dobry(1991)for a material having a plasticity index of zero. WMU FU-06 REPORT 3-6