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Samples of the subsurface materials were taken with a 2-inch [.D. spoon sampler. The samplers were driven <br />• into the various strata with a 140-pound hammer falling 30 inches. This test is similaz to [he standard <br />pcnetration test described by ASTM Method D-1586. Penetration values, when properly evaluated, indicate the <br />relative density or consistenry of the soils and bedrock. Large disturbed bulk samples were also obtained from <br />the auger cuttings. Depths at which the samples were taken are shown on the Logs of the Exploratory Test <br />Holes. <br />Measurements of the water level were made in the test holes by lowering a weighted tape into the open holes <br />shortly after completion of the drilling and 23 days after the drilling was completed. The location of the water <br />levels measured and the number of days subsequent to drilling are shown on the Logs of Exploratory Test <br />Holes. <br />LABORATORY INVESTIGATION <br />The laboratory investigation was conducted to study [he engineering characteristic of the materials obtained in <br />the test holes. 1-his section includes a discussion of the laboratory test procedure and figures and tables <br />presenting the actual test results. <br />Samples obtained from the test holes were examined and classified in the laboratory by the project engineer. <br />• Laboratory testing included standard property tests, such as natural moisture contents, dry density, grain size <br />analyses, liquid and plastic limits, moisture-density relationships, swell-consolidation tests and triaxial strength <br />tests. Results of the laboratory testing program are shown on Figures #6, #7, #8 & #9 cad are summarized in <br />Table 1. The laboratory testing was conducted in general accordance with recognized test procedures, primarily <br />those of the American Society for Testing and Materials (ASTM). <br />SUBSURFACE CONDITIONS <br />The subsurface conditions encountered at the site were variable and generally consisted of a layer of topsoil <br />overlying interbedded sands and clays, cad sandstone or daystone bedrock to the maximum depth investigated, <br />29 feet. Graphic logs of the exploratory test holes are presented is Figures #3 and #4 and the associated <br />Legcnd and Notes are presented in Figure #5. <br />The thickness of the topsoil encountered in the test holes was variable and ranged from approximately 1 to 5 <br />feet in depth across the site. The overburden soils encountered beneath the topsoil were variable and generally <br />consisted interbedded sands and clays. The sands and clays were interbedded, very silty, ]ow plastic, loose to <br />stiff, fine to medium grained, very moist to wet and brown in color. The sands and clays classified as SM, SC, <br />SC-CL and CL soils in accordance with the Unified Soil Classification System. Sandstone bedrock was <br />• encountered in test holes 1 through 4 beneath the sands and clays. The sandstone was encountered from 4 to 15 <br />fee[ below the existing ground surface in the vicinity of the proposed embankment structure. The sandstone <br />Job No. 97-3000 Nonhwest COIOrdGO Consultanic, Inc. Page 3 <br />