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<br />' The test pits were dug in the anticipated borrow areas for the pro <br />posed dam 'structures. Generally, silty and sandy to very sandy clays were <br />1 encountered in the test pits to depth 12 feet, the maximum depth explored. <br />' LABORATORY INVESTIGATION <br />' All of the samples obtained during the field investigation were care- <br />fully reviewed and inspected in our lab by the project engineer. Field <br />' descriptions were carefully reviewed and soils classified in units of simi- <br />lar engineering properties. During this examination, emphasis was given to <br />' the engineering properties of the soils involved in the project. All sam- <br />' pies were then reviewed and a testing program was formulated in order to <br />obtain engineering properties for the design of the structure on the site. <br />' The laboratory program was then initiated and consisted of classification <br />tests, maximum density and optimum moisture determinations (Proctor Tests), <br />' consolidation tests, unconfined compression tests, and permeability tests. <br />The results of all the testing are summarized on Figures 6 through 27 and <br />Table 1. <br />CONCLUSIONS AND RECOP1i~1ENDATIONS <br />' Based upon the information derived from ttie field and the laboratory <br />investigations, and our understanding of the proposed requirements for the <br />' structures to be constructed on the site, we have formulated the following <br />' geotechnical criteria wYrich should be used in the final design and construc- <br />tion of the dams. <br />' 1. The minimum crest width for the dams should be 12 feet. A minimum free- <br />board crest height of 3 feet should be added to the planned maximum <br />' height of 10 feet proposed for the dams. <br />' 2. The borrow area indicates that a sufficient quantity of relatively <br />' -3- <br />