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.i <br />S <br />EEC Project No. 1082030 <br />ASCI - Turnpike Reservoir <br />May 5, 2008 <br />Page 8 <br />Earth Engineering Consultants, Inc. <br />The results of the standard Proctor density tests, ASTM D698, for the various composite <br />samples collected during our subsurface exploration are presented in the table below. <br />SUMMARY OF LABORATORY COMPACTION CHARACTERISITCS AND CLASSIFIATION OF SOILS <br /> Standard Proctor Density Soil Classification <br /> <br />Sample ID Optimum Maximum <br />Liquid <br />Plastic <br />% (-) No. <br /> Moisture Dry Density, <br />Limit <br />Index <br />200 Sieve Description <br /> Content, % PCF <br />A: Overburden <br /> <br />Stockpile 16.5 107.0 32 17 79 Lean Clay with Sand - CL <br />B: Overburden <br />Stockpile 20.5 101.0 35 19 62 Sandy Lean Clay - CL <br />C: B-2 @ 1.0'- 4.0' 14.5 109.5 34 19 60 Sandy Lean Clay - CL <br />I): B-9 @ 1.0'- 9.0' 15.0 114.0 37 22 98 Siltstone/Claystone Bedrock - <br /> Lean to Fat Clay <br />E: B-10 @ 1.0'- 9.0' 14.5 112.0 32 15 91 <br />Siltstone/Claystone Bedrock - <br /> Lean Clay <br />AVERAGE 16.0 108.5 Cohesive over burden soils and bedrock appear suitable for liner material <br />The average test results were calculated as a means to evaluate the proposed embankment <br />slopes for the reservoir during the design phase. These approximate average values should <br />be used in the slope stability analysis in conjunction with the appropriate shear strengths <br />parameters as discussed later in this report. It our understanding the reservoir's earthen liner <br />and/or wetted perimeter will be constructed with a blend of excavated overburden soils and <br />bedrock material obtained during the reservoir excavation phases. <br />Particle Size Distribution <br />Particle size distribution tests were performed to evaluate the grain size of the overburden <br />materials and underlying bedrock samples including hydrometers analyses. The amount of <br />fines passing the No. 200 sieve for the embankment materials, (i.e., the materials to be <br />excavated for the reservoir and/or stockpiled on-site cohesive materials), ranged from 50 to <br />98 percent. The sand and gravel samples revealed minus No. 200 sieve results ranging <br />between 5 to 15 percent. These materials generally would not be considered for use as <br />earthen liner material, unless incorporated with a bentonite material to reduce the <br />permeability. The materials having greater than 50 percent passing the No. 200 sieve were