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Condition <br />Factor of Safety <br />Calculated Value <br />State of <br />Colorado <br />Minimum for <br />Water Dams <br />Reference d <br />Figure <br />A-A' <br />B -B' <br />Empty Tailings Pond <br />(Embankment Only) <br />2.3 <br />2.8 <br />1.0 <br />B -1; B-4 <br />Filled Tailings Pond with Water <br />2.3 <br />2.8 <br />- <br />B -2; B -5 <br />Soil Type <br />Friction Angle <br />(degree) <br />Cohesion <br />('sf) <br />Unit Weight <br />(' cf) <br />Embankment <br />31 <br />250 <br />134 <br />Cycloned Tailings <br />28 -38 <br />0 <br />88 <br />Tailings <br />Slime <br />28 -40.5 <br />50 <br />88 <br />Natural Sandy Clay <br />31 <br />250 <br />125 <br />Vick also provided a suggested phreatic surface profile for gold and silver <br />slimes which we included in our model. <br />Stability calculations were performed using Slope W (Geoslope). Table C <br />summarizes results for the embankment stability and Table D shows results for the <br />future tailings slope above the embankment. Graphical output from the analysis is <br />provided in Appendix B. <br />2 U.S. Bureau of Reclamation Criterion <br />TABLE B <br />PARAMETERS USED OF SLOPE STABILITY ANALYSIS <br />TABLE C <br />FACTORS OF SAFETY AGAINST EMBANKMENT SLOPE FAILURE <br />TABLE D <br />FACTORS OF SAFETY AGAINST TAILINGS SLOPE FAILURE <br />Condition <br />Mounded Tailings(20 feet above <br />embankment) with phreatic surface <br />Calculated Value <br />A -A' <br />1.5 <br />B -B' <br />1.7 <br />Factor of Safety <br />Friction <br />Angle <br />40.5 <br />Referenced <br />Figures <br />B -3; B -6 <br />THE UNION MILLING COMPANY <br />TAILINGS POND EMBANKMENT AND FUTURE TAILINGS SLOPE <br />UNION MILL <br />CTL 1 T PROJECT NO. DN45,584 -130 <br />S:IPROJECTS1455001DN45684 .000113013. LetterslL1 DN45584- 130- L1.doc <br />8 <br />