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M03086GE have strength characteristics less than the values used in our analysis for the proposed fill materials the results of our stabil- ity analysis may be significantly influenced. Our analysis was based on soil strength characteristics obtained from laboratory direct shear strength tests of samples tested for our geotechnical engineering study for the proposed conveyor. The soil strength values used in our analysis included: Proposed soil material: an internal angle of friction of thirty (30) degrees, cohesion of three-hundred seventy-five (375) pounds per square foot and a moist unit weight of one-hundred thirty-five (135) pounds per cubic foot. I fly Our analyses assumed that the embankment fill will be well drained and pore pressures will not develop in the fill. In our stability analyses we varied the soil strength values from those listed above to assess the sensitivity of the analysis to varying soil strength parameters. The variations in our analysis produced relatively predictable changes to the calculated theoret- ical factor of safety indicating that the stability analysis was somewhat sensitive to variances in the soil strength characteris- tics. Our stability analysis of the cross section indicated a theoreCi- cal calculated factor of safety of: - about 1.26 for section A-A, - about 1.56 for section A-A, - about 1.92 for section B-B, - about 1.84 for section C-C, portal bench excavation cut slope, portal bench fill slope, upper stockpile area.fill slope and lower stockpile area fill slope. The analyses assumed a well drained condition in all cases. The results of our slope stability analyses are presented on Figures 2 Through 5. All areas to receive fill should be stripped of all vegetation, organic soils and other deleterious material prior to fill place- ment. Areas to receive fill should be constructed with a toe key and benched into competent foundation material.. The key and bench concept is shown on Figure 6. We should observe the key and bench preparation to verify that the key and bench extends into competent material. We suggest that construction of the portal bench fill 5 Lambert anb ~,oooeiateo GONSULTNG GEOTEONNIOwL ENOINEE RS we0 MATE RIwL TESTING