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File No. 20-1008-49 KLEINFELDER December 22, 1994 permeability characteristics of single lift construction. This test pad was constructed between July 28 and August 2, 1994. Field and laboratory testing indicated the single-lift method of construction on a mixture of 20 percent Ione clay and 80 percent native borrow materials met project requirements and was approved in letters by the CRWQCB and CIWMB dated August 23 and 24, 1994, respectively. Test pad laboratory permeabilities were on the same order of magnitude as the SDRI test. The three test pad lab permeabilities were 1.4 x 10$ cm/sec, 5.0 x 10' cm/sec, and 2.0 x 10$ cm/sec; the SDRI permeability was 4.5 x 10$ cm/sec. The test pad hydrometer and Atterberg Limit test results are summarized in Table II below: TABLE H: SUMMARY OF SECOND TEST PAD RESULTS Hydrometer Test Pad Analysis Percent Plasticity Liquid Soil Description Sand Silt Clay Index Limit Red-brown clayey sandy silt 45,43 35,32 20,25 9,9 13,17 (ML) The specified degree of relative compaction for the barrier layer is 95 percent at a moisture content of 2 percent above optimum. A relative compaction on 90 percent is specified for the side slope barrier layer. The foundation layer is to be compacted to a minimum of 90 percent relative compaction at or near optimum moisture content. BORROW SOILS The borrow area was located south of the secondary site, north of the East Bay Municipal Utility District's aqueduct, and west of a PG&E transmission line. The borrow area soils were classified as red-brown silty sand (SM) and sandy silt(ML). A sample of the borrow soils was acquired by Kleinfelder prior to foundation and barrier layer construction for sieve analysis during cover construction. The sieve analysis indicated 34 and 32 percent passed the No. 200 sieve. Based on the sieve analysis and visual observations, clean sand (SP/SM) material was not present in the borrow area during cover construction. As indicated in the revised CQA plan, clean sand was not to be used for barrier layer borrow soils due to its failure to meet permeability requirements during the first test pad construction. The SM and ML borrow soils were transported by scrapers to the primary and secondary sites where additional lab testing was performed and is summarized in the section titled "Barrier Layer Construction." PRIMARY AND SECONDARY LANDFILL CONFIGURATION The primary site is located southwest of the intersection of Harney Lane and Tully Road. The secondary site is located immediately west of the primary site separated by a PG&E Copyright 1994 Kleinfelder,Inc. Page 3 of 12