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underdrain be feasible that could collect any leakage and direct it to an appropriate outlet? Is there a way to <br /> ensure the pond will not leak? <br /> • The onsite soils are subject to periodic shallow slides/slumps due to weathering of the upper layers, particularly <br /> during extensive wet periods. As the pond crest is located along the top of the steep slope is there a potential <br /> that shallow slides could undermine the pond embankment? <br /> • The Lock and Load Wall Detail provided does not show a detail for the South Wall. Will the 5/8-inch minus <br /> crushed leveling pad be founded 3 feet below ground surface,as shown for the North Wall detail? Our concern <br /> is shallow sliding of the near surface soils undermining the foundation of the wall. <br /> • The pavement sections presented in the original geotechnical report seem thin for the areas where heavy <br /> trucks will operate. The sections presented for heavy traffic areas are 3 inches of HMA over 6 inches of CRB or 5 <br /> inches of full-depth HMA. Using a structural coefficient of 0.42 for HMA and 0.14 for CRB, results in design <br /> AASHTO Structural number of 2.1. Using a subgrade resilient modulus of 10,000 psi,typical AASHTO input <br /> parameters, and the ESAL value presented in the report,we calculate a required structural number of 2.51 using <br /> the program Darwin by AASHTO. <br /> Let me know if you have questions or comments. <br /> Thanks, <br /> Bryan <br /> Bryan K. Hawkins, P.E. <br /> Senior Geotechnical Engineer <br /> rde IIWAG60.SCtE MINC <br /> 21312 30th Drive SE, Suite 110 <br /> Bothell,WA 98021 <br /> Office:425.774.0106 ext.245 <br /> Cell: 206.794.3135 <br /> www.hwageo.com <br />