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TABLE 3-1 <br /> Material Properties Used for Stability Analysis <br /> Forward Landfill <br /> Stockton, California <br /> Friction Apparent Unit <br /> Angle Cohesion Weight <br /> Material/Shear Surface (degrees) or Shear (pcf) <br /> Stress <br /> s <br /> LfFi1=13 Base Liner <br /> Clay liner/textured geomembrane interface(Normal Stress 0 to 6,500 psf) 18 0 120 <br /> Clay liner/textured geomembrane interface(Normal Stress 6,500 to 17,000 psf) 10 1,000 120 <br /> Textured geomembrane/cushion geotextile(Normal Stress 2,000 psf) - 7,000 120 <br /> Textured geomembrane/cushion geotextile(Normal Stress 4,000 psf) - 1,110 120 <br /> Textured geomembrane/cushion geotextile(Normal Stress 8,000 psf) - 1,950 120 <br /> Textured geomembrane/cushion geotextile(Normal Stress 12,000 psf) - 2,780 120 <br /> Sade Sio eAnierface Liner <br /> GCL/Geomembrane/GDN (Normal Stress 0 to 17,000 s 7 0 120 <br /> r <br /> Vas '3vlaterid <br /> Waste'(Normal Stress 0 to 770 s 0 500 75 <br /> Waste' (Normal Stress 770 to 17,000psf) 33 0 75 <br /> Notes: <br /> 'Waste properties based on literature values(Kavazanjian,1999). <br /> °Based on previous soil investigations(CH2M HILL,1994e),the foundation materials are relatively strong. Critical shear surfaces therefore <br /> occur within the lining system and refuse and do not extend through the foundation <br /> 3.2.2 Results of Slope Stability Analyses <br /> As shown on the Construction Drawings (Appendix A), WMU FU-13 is directly south of the former <br /> Austin Road Landfill and directly east of WMU FU-10. The site development plan (BAS, 2001) <br /> includes development of future modules to the east and south of WMU FU-13. <br /> The slope stability analysis was performed for an interim refuse fill elevation of 150-ft with a 3:1 <br /> slope. The critical slope configuration is in the northwest-southeast direction. North-south and east- <br /> west sections were considered but assessed to be less critical. <br /> A minimum factor of safety of 1.36 was obtained for a sliding block shear surface along the base liner <br /> and through the slope liner and refuse in the northwest-southeast direction. This factory of safety of <br /> 1.36 is acceptable for the temporary WMU FU-13 slope. <br /> Calculations,output data,and plots are presented in Appendix B. <br /> The maximum refuse fill height and slope for WMU FU-13 should be re-evaluated based on actual <br /> CQA direct shear tests results on the base and slope liner interfaces. <br /> WMU FU-13 REPORT.DOC 3-3 <br />