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Addendum to Geotechnical Data Report <br />Bowie Resources, Limited <br />• July 2002 <br />Section 4 - Laboratory Testing <br />Program <br />4.1 General <br />Advanced Terra Testing, Lakewood, Colorado, performed the laboratory testing under <br />subcontract to GEI. Laboratory tests were performed in general accordance with methods <br />established by the American Society for Testing and Materials (ASTM) and as described in <br />the Geotechnical Data Report (GEI, 2001). Laboratory tests included Atterberg limits, unit <br />weight (density), grain size distribution, hydrometer analysis, moisture content, and triaxial <br />shear strength. Results of laboratory tests are presented in Appendix B. Index tests are <br />summarized in Table 4.1 and shear strength tests are described in Section 4.2. <br />TABLE 4.1 <br />SUMMARY OF LABORATORY INDEX TEST RESULTS AND SOIL PROPERTIES <br /> <br /> Average Average Grain Size Analysis <br /> <br />Boring Sample <br />Depth <br />(feet) Liquid <br />Limit <br />(%) Plastic <br />Limit <br />(%) Plastic <br />Index <br />(%) Dry <br />Density <br />(pcf) Water <br />Content <br />(%) <br />Gravel <br />N <br />Sand <br />(%) <br />Silt <br />(%) 3t <br />Clay< <br />(%) <br />USCS <br />BL-101A 14.0-14.5 46.8 18.8 28.0 104.0 22.0 CL <br />BL-102 18.0-18.5 30.7 15.4 15.2 112.8 18.0 CL <br />BL-102 18.8 103. 21.0 <br />BL-102 19.2 104.8 20.2 <br />BL-102 19.5 106.3 18.3 43.4 <br />BL-102 19.0-20.0 31.8 16.2 15.6 23.0 0.9 34.0 33.1 21.7 CL <br />BL-102 22.5-23.0 44.4 20.3 24.0 111.2 18.4 CL <br />Notes: <br />(1) Undisturbed Sharon tube samples <br />(2) Core samples <br />(3) Clay fraction is percent less than 0.005 mm <br />4.2 Triaxial Shear <br />Consolidated Undrained Triaxial Shear tests with pore pressure measurements were <br />performed on samples of material from Boring BL-102. Test specimens were prepared from <br />relatively undisturbed Sharon tube (1-3/-inch-inside-diameter) samples. Plots of the effective <br />stress paths (p-q plots) and undrained shear strength as a function of consolidation stress are <br />presented on Figures 7 and 8. <br />0' <br />The failure zone in the landslide is small and was difficult to sample. After laboratory <br />testing, it was concluded that the samples tested were from glacial deposits and not part of <br />the failure zone material. The sample of glacial deposits tested has a measured effective <br />GEI Consultants, Inc. 8 99292 02-07-03 Addendum Geotechnical Data Rpt