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Material properties for use in the stability analyses were based on actual test data from previous WMUs constructed at the site and a review of published values in the literature. Table 3-1 presents the assumed material properties used in the stability analysis. The interface shear strength for the base lining system was estimated using laboratory testing performed for the construction of the WMUs D-95, D-97, D-98, D-99, D-00, D-01, and D-02 lining systems (CH2M HILL 1995b and 1997c, Vector 1999a and 1999b, EMCON/OWT 2000, Holdredge and Kull 2001,Vector 2002). These interface shear strength results were assumed to be representative of those in WMU FU-03 because the base liner of WMU FU-03 will be constructed using onsite soils and geosynthetic materials very similar to those used in these previously constructed WMUs. The interface shear strength properties used for the side slope liners were estimated using laboratory testing performed for the construction of WMUs D-97, D-98, D-00, D-01, and D-02 (CH2M HILL 1997c, Vector 1999a, EMCON/OWT 2000, Holdredge and Kull 2001, Vector 2002). These interface shear strength results were assumed to be representative of those in WMU FU-03 because the same combination of materials was used in these previously constructed WMUs. TABLE 3-1 Material Properties Used for WMU FU-03 Stability Analysis Forward Landfill Stockton, California Mater Frtc rbrt A a nt n t pp are LI t iallShee Snrfhe Angle" Cohes'u,n 1e�ght de ree's s c WMU FU-03 Base Liner Clay liner/textured geomembrane interface(Normal Stress 0 to 6,500 psf) 18 0 130 Clay liner/textured geomembrane interface(Normal Stress 6,500 to 17,000 psf) 10 1,000 130 Textured geomembrane/cushion geotextile 15 0 130 Side Slope Liner GCL/Geomembrane/GDN(Normal Stress 0 to 3,000 psf) 12 0 130 GCL/Geomembrane/GDN(Normal Stress 3,000 to 17,000 psf) 5 375 130 Waste Materials Waster 33 500 75 Notes: a Waste properties based on literature values(Kavazanjian,1999). bBased 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. (011) 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 011 Landfill (Idriss et al., 1995). The shear wave velocity used in the analysis was varied between 650 and 970 feet per second 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 feet 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 feet per second. These shear wave velocities were assumed to increase and vary between 800 and FORWARD LANDFILL WMU F-03 AND F-WEST DESIGN REPORT 3-5