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more fractured faces. A standard Proctor test (ASTM D698, meth d C) was <br /> performed on a combined sample from test pits, TP-1 through TP-3. T lis sample <br /> ' had a maximum dry density of 133.0 pcf at an optimum moisture cor tent of 8.5 <br /> percent. Field testing performed using a nuclear moisture / de sity gage <br /> indicated compaction values between 81 to 95 percent of maximum d density, <br /> ' from 1.4 to 4.8 percent below optimum moisture content. Results of laboratory <br /> ' and field testing are included in Figs. 6 through 8 and summarized on able I. <br /> STABILITY ANALYSIS <br /> ' Slope stability analysis was performed using topographical datE obtained <br /> ' from field measurements, strength criteria estimated based on results of aboratory <br /> testing, a limit equilibrium based analysis and our experience. Field data and <br /> ' measurements were obtained by using tape, hand level, wheel, nd hand <br /> inclinometer. We used a slices method of circular failure surfaces to ge erate trial <br /> ' failure surfaces for calculating factor of safety against movement. We a timated a <br /> critical section by reviewing field data from along the embankment. I cross <br /> ' section used was from the mid portion of the embankment. A cros section <br /> showing the model of slope and subsurface conditions used is presented n Fig. 9. <br /> Rhino Engineering, Inc. <br /> ' Unaweep Quarry <br /> GEG Job No.593 7 <br />