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TECHNICAL MEMORANDUM Page 11 --� June 3, 1992 SAC31583.AC.ZZ 1] Table 1 Summary of Material Shear Strengths Properties and Unit Weights for Stability Analyses Friction Angle Cohesion Unit Weight Material (deg) (pso (pd) Refuse 20 800 50 Assumed ash properties 0 500 120 Smooth FML with clayb 8 0 120 Textured FML with clay` Unsaturated conditions 28 800 120 Saturated conditions 9 420 120 Compacted Clay Liner (under eastern ash disposal pit, for Section CS -B)" 0 2,000 120 Foundation Materials (simplified profile): *Elevation 10 to 39 feet, dense silty sand and very stiff lean clay 33 0 120 •Elevation zero to 10 feet, very stiff lean clay 0 2,300 120 •Elevation zero to -30 feet, very dense silty/clayey sand 36 0 120 •Elevation -30 feet to -60 feet, very stiff lean clay 0 3,300 125 •Elevation -60 feet to -150 feet, very dense silty/clayey sand 36 0 125 •Elevation -150 feet to -200 feet, very dense poorly graded sand 40 0 125 Notes: 'Refuse properties from S. Singh, "Evaluation of the Strength and Stability of Sanitary Landfills", Santa Clara University, July 1989 bMitchell, J.K., Seed, R.B., and Seed, H.B., "Kettleman Hills Waste Landfill Slope Failure. I: Lina System Properties," Journal of Gootechnical Engineering, A.S.CX , Vol. 116, No. 4, pp. 647-W,. 'CH2M HILL, Materials Report, Keller Carryon Landfill, Contra Costa County, California, Table 11, Summary of Direct Shear Test Results, p. 40, Prepared for Browning-Ferris Industries, Houston, Texas. July 1991. dinsitu-Tech. Evaluation of Stability of Ash Pit Excavation, STABL slope stability analysis by Marty Goodman, dated 9fM7 Results of Static Stability Analyses Static safety factors for the two sections analyzed are summarized in Table 2. Output plots corresponding to static factors of safety summarized in Table 2 are included in Appendix III. The ten "most critical" failure surfaces are indicated on each of these plots. PCSTABLSM output files are also included in Appendix III.