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i <br /> as engineered fill. Silts are often difficult to compact <br /> ------------ <br /> = and require careful moisture control :for -efficient compaction <br /> -effort. On-site soils -may .not ..be -.conducive to easy handling <br /> or compaction. <br /> Import fill soil should be nonexpansive granular material <br /> and, prior to use, should be approved :by the Soils Engineer. <br /> Fill soil should .be placed-in-'lifts approximately 5 inches <br /> thick, moisture-conditioned as :necessary, and compacted to <br /> t <br /> r achieve a dry density of at least '95 percent of the maximum <br /> dry density as determined :by ASTM Test .Method D1557-70 . Addi- <br /> tional lifts should not be placed .if the previous .1ift did not <br /> meet the required dry density ,or -if .--soil. conditions are not <br /> �-� .stable, unless authorized by the .Soils Engineer. (See Exhibit <br /> �. B for additional data) <br /> Foundations: Subsurface exploratory pits indicate that the <br /> .-near-surface .-soils consist of _silts.. -Laboratory tests indicated <br /> -only moderate shear strengths. The .surface .soils vary from non- <br /> -expansive to .slightly expansive.. <br /> 'The proposed structure may be supported -by spread footings <br /> --bearing on native soil or on engineered fill. The footings may <br /> be designed for an allowable soil bearing -pressure of 2000 pounds <br /> Ter square foot for dead-plus--live loads in native soil. This <br /> value may be increased to 4500 pounds per square .foot for dead- <br /> -plus--.live loads if the building pad ..1s constructed using imported <br /> granular material with .a plasticity -index less than 12 and not <br /> -more than 5% passing the 200 .sieve. These values may be increased <br /> --4- <br />