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Consulting Engineers and Geobgists <br />erratic compaction and composition of the embankment fill, these <br />tests yielded unsatisfactory results due to the inadequate sealing <br />._ at the contact surface between the packer devices and the embankment <br />material. Using field permeability tests in boreholes methods (See <br />bibliography note number 2), standpipe constant head permeability tests <br />were then conducted and the results were used along with laboratory perm- <br />ability values for subsequent seepage analysis. These values obtained <br />in the field range from 3.6 X 10-~ to 2.4 X 10-6 feet per second (1.1 X <br />10-5 to 7.3 X 10-5 centimeters per second). (Refer to Appendix D for <br />sample permeability calculation). <br />SUBSOIL CONDITIONS <br />Fill. The embankment was constructed using a on-site borrow material. <br />The man-made fill consists of silty clayey sands, medium plasticity <br />clays and some sandy clays. Sandstone, shale, and coal fragments were <br />encountered through the fill during our field investigation. Rock <br />fragment sizes ranging from plus number 4 sieve to boulder size <br />were encountered. The fill consists of erratically compacted materials <br />as well as different types of soils (refer to the Logs of Test Holes, <br />Figure 4). <br />Natural Soils and Bedrock. The natural soils encountered below the fill <br />consist of medium dense, fine-grained sands. In Test Hole 4,a <br />sand layer was encountered between elevation 6966.0 and 6956.0 feet <br />(214.6 and 2121.6 meters). Sandstone bedrock was encountered below <br />the elevation 6956.0 feet (2124.6 meters) in Test Hole 4. In Test Hole <br />. 6 sand was encountered below elevation 6853.0 feet (2090.2 meters). <br />Ground Water. Ground water was encountered during the field drilling <br />operations in Test Hole 6. A static ground water level was observed in <br />-5- <br />