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1 . Penetration Tests and Split Barrel Sampling of Soils (ASTM D-1586-67) <br /> (California Spoon used) <br /> 2. Thin Walled Tube Sampling of Soils <br /> 3. Unconfined Compressive Strength of Cohesive Soil (ASTM D-2166-66) <br /> ® 4. Dry Preparation of Disturbed Soil Samples (ASTM D-421-58) <br /> 5. Mechanical Analysis (ASTM D-422) <br /> 6. Bulk Density and Moisture Content (ASTM D-2216-63T) <br /> 7. The Relative Density of Cohesionless Soil (ASTM D-2049-64T) <br /> 8. Permeability of Granular Soils (Constant Head) (ASTM D-2434-657) <br /> 9. Maximum Density and Optimum Moisture (ASTM D-1557) . <br /> Q <br /> 10. Density of Soil & Soil Aggregate In-place by Nuclear Methods (Shallow <br /> depth) (ASTM D-2922-71 ) <br /> The results of the laboratory tests were incorporated into stability <br /> analysis conducted on the existing embankment. For the analysis, the <br /> tests determined the strength of the existing materials, drainage characteristics <br /> and the in-place densities of the soils in the embankment. The angle of <br /> internal friction was estimated on the sand tailings composing the embankment <br /> and correlated from the standard penetration test results. For a conservative <br /> analysis it was assumed the in-place sand tailings had no cohesion and <br /> that the slime tailings had no internal friction. The laboratory test <br /> results are summarized on Figures 6 through 14 and Table 1 . <br /> ® STABILITY ANALYSIS <br /> Stability evaluation of the tailings pond required that a mathematical <br /> model be established to accurately simulate conditions on the site. For <br /> this analysis, a simplified Bishop Slope Stability Method was employed <br /> • <br /> -4- <br />