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<br />' exist in the vicinity of the toe of the refuse disposal fill, with <br />seepage exiting from the toe area. We have assumed that a true <br />phreatic condition will not develop in the foundation materials in <br />the slope below the refuse. <br />A detailed graphical representation of the slope models used <br />' for analysis will be found in the Appendix of this report in the <br />map pocket. <br />SLOPE STABILITY ANALYSIS: <br />' A slope stability analysis has been performed on the mathematical <br />model described in the previous section. There are many methods for <br />slope stability analysis which are in common use. Stability analysis <br />' for this project was performed using a computer-assisted, limit <br />equilibrium method of slices. This particular computer program <br />utilizes Spencer's method. <br />' It is generally accepted as state of the art in soil engineering <br />today that a factor of safety on the order of 1.5 is considered <br />' acceptable for the long term stability design of cut slopes and fill <br />slopes. The factor of safety is defined as the sum of the resisting <br />forces available to prevent large-scale mass movement divided by the <br />sum of the driving forces acting to promote large-scale mass movement. <br />Theoretically, such a movement would occur when the two forces <br />become equal or the factor of safety equals 1.0. Therefore, theo- <br />retically, any slope for which the factor of safety exceeds 1.0 <br />t should not fail. However, such a condition leaves little margin for <br />' error. In any event, a minimum factor of safety of 1.5 is required <br />by regulation in the design of this refuse disposal area. <br />1 <br />8 <br />