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. The annulus between the casing and perimeter of the test hole was filled with ASTM C33 concrete sand and the upper 5 feet of annulus was backfilled with Bentonite pellets, Measurements of the water levels were made in the test holes by lowering a weighted tape, with a diameter slightly smaller than the inside diameter of the casing, into the casings shortly after completion of the drilling and 293 days after the drilling was completed. The elevation of the water levels measured and the number of days subsequent to drilling that the measurements were taken are shown on the Logs of Exploratory Test Holes, Laboratory Investigation . The laboratory investigation was conducted to study the engineering characteristics of the materials obtained in the test holes and test pits, This section includes a discussion of the laboratory test procedures, figures and tables presenting the actual test results, Samples obtained from the test holes and test pits were examined and classified in the laboratory by the project engineer, Laboratory testing included standard property tests, such as natural moisture contents, dry density, grain size analyses, Atterberg limits, moisture-density relationships and strength, The results of the moisture-density relationship tests (standard Proctor) are shown in Figures #7 through #10 and all of the test results are summarized in Table 1, The laboratory testing was conducted in general accordance with recognized test procedures, primarily those of the American Society for Testing and Materials (ASTM), Index Prooerties: In order to identify soils and classify them into categories of similar engineering properties, the Unified Soil Classification System (ASTM D-2487) was used, This system is based on iodex property tests, including the determination of natural water content (ASTM D-2216), liquid limits (ASTM D423), plastic limits (ASTM D424) and grain size distribution (ASTM D422), Results of the moisture content, dry density, Atterberg limits, specific gravity and percent of soil passing the U,S, No, 200 and 0,002 mm sieves are presented in Table I, Moisture-Density Relationshios: Samples of the fill materials obtained from the existing embankment and the proposed borrow materials were remolded in accordance with ASTM D-698 to determine the maximum standard Proctor density and optimum moisture content of these materials, The standard Proctor test results are shown in Figures #7 through # 10, . Uniaxial - Unconfined Comoressive Strength: Uniaxial - unconfined compressive strength testing was conducted on samples of the remolded soil and relatively undisturbed samples of the natural soils and bedrock, Each sample was prepared by cutting the end of the specimen parallel to each other and at right angles to the longitudinal axis ofthe core, Load was applied continuously and without shock to produce a constant rate of deformation while the test was performed, Results of the uniaxial - unconfined compressive strength testing are discussed later in this report and are summarized in Table L Subsurface Conditions The subsurface conditions encountered across the site were variable, The subsurface conditions encountered in the existing embankment generally consisted of 16 to 28 feet of clay fill materials overlying a layer of natural topsoil materials, which in turn were underlain by natural clays and claystone bedrock to the maximum depth investigated, 41 feet. The subsurface conditions encountered in the test pits and test holes advanced in the borrow areas generally . Job Number: 00-4660 NWCC. Inc. Page 4