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- 11 - <br />in sealing of foundation soils in runoff ponds. However, seepage • <br />analysis should be performed for temporary impoundment as well as <br />permanent impoundment structures. Seepage analysis and embanlanent <br />drainage is discussed below. <br />Free water was enwunter~ed at approximate depth 8 to 10 feet <br />within runoff ponds #2 and #3 and as shallow as 2 1/2 feet in the <br />vicinity of fresh water pond #2. If excavation extends below ground <br />water level, high seepage and ronsiderable dewatering problems should <br />be anticipated. Due to the shallow water table and proposed excava- <br />tion, we reooam~err] additional exploratory holes be drilled within the <br />relocated fresh water pond #2 and in the deepest excavation area of <br />' runoff pond #2. <br />Stability Analysis: We have assumed in our evaluation that site soils <br />will be utilized as borrow for embanlanent construction. Considering • <br />the abundance of fine-grained soils and lads of suitable semi-pervious <br />and pervious material, a modifies homogeneous embanlanent appears most <br />feasible. This type construction should be o~atible with the <br />proposed embanlanP_nt configurations and use. However, for best utili- <br />zation of on-site materials and embanlanent stability, some coning may <br />be desirable. This could involve placement of coarser soils on the <br />downstream outer e~anianent face. <br />Shear strength analysis was performed on several undisturbed and <br />remolded samples typical of foundation and probable borrow material. <br />Results of triaxial and direct shear test results are presented on <br />Figures ~~ through 17. Direct shear test results presented by <br />International Engineering Company, Inc. (December 1976) performed on <br />undisturbed sartgles were also reviewed. Based on the available data, • <br />