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i This embankment fill should be placed in lifts not to exceed six (6) inches after compaction. We <br />recommend that fill be placed and compacted at approximately its optimum moisture content (+/_2%) <br />as determined by ASTM D 698. Embankment fill should be a granulaz, non-expansive soil, similaz <br />to Soil Type I ofthis report. <br />During the placement of any structural 811, it is recommended that a sufficient <br />amount of field tests and observation be performed under the direction of the geotechnical engineer. <br />The geotechnical engineer should determine the amount of observation time and field density tests <br />required to determine substantial conformance with these recommendations. <br />EMBANKMENT GEOMETRY <br />Based upon slope stability computations, the proposed fill slope, using the <br />proposed fill soils (Soil Type I) of 2 I /2:1 (horizontal to vertical) will be adequate. These slopes and <br />the embankment geometry has been analyzed for slope stability using the GEOSLOPE Ver. 4.10 <br />computer program, supplied to Geocomp Corp. The GEOSLOPE program is based on the program, <br />• STABL3 developed at Purdue University. The slope stability analysis utilized the simplified Janbu <br />method of slices for irreguiaz failure surfaces: The safety factor against failure was found to be in <br />excess of 2.5 for the normal high water level with a steady state seepage saturation condition. In <br />addition, the embankment was found to have a safety factor in excess of 1.5 for the seismic wndition <br />utilizing aPseudo-static road coefficient of 0.05. <br />The proposed fill slopes are valid o~Iv if the east (embankment face) toe of <br />Pond ] 2 is greater than 18 feet from the nearest floor/cut wall of Pond 5. The low to medium density <br />soils beneath the proposed embankment will control the stability ofthis embankment. <br /> <br />