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-9- <br />• Intervals, jointed bedrock. or perched water areas should be anticipated. <br />Excavation of clay and granular overburden soils should be readily <br /> <br />accomplished with conventional earthmoving equipment. Excavation into the <br />claystone bedrock should be possible with heavy ripper-type equipment. Ex- <br />cavation Into the dense shale, as encountered to Test Hole 4, may become <br />more difficult with depth and require some drill.ing and blasting. However, <br />It Is our op(nion that within tfie depths proposed here, excavation can be <br />accomplished by ripping. <br />COMPACTIOW AND SHRINKAGE FACTORS <br />In fill areas, estimated elevation loss due to scarifying and compacting ~ <br />the ground surface will be on the order of 3 Inches. Additional elevation ;, <br />• loss due to removal of vegetation, organic topsoils, etc. should also be con- ; <br />...u <br />sidered. Estimated shrinkage losses for excavated sot is and bedrock material •~ <br />are approximately 10 to 15 percent. These fosses are based on approximated <br />fill density and do not take into account losses due to transport, wind, etc. <br />No shrinkage loss is anticipated for the more dense shale bedrock. <br />SLOPE DRAINAGE <br />Some type of drain may be required In the cut areas where granular soils <br />overlie bedrock or In lower areas intercepting perched water. One type of <br />drain may consist of a minimum 4-inch diameter pipe surrounded by free drain- <br />Ing gravel. The depth of the drain will depend on the specific site conditions <br />Another type of drain may consist of surface channels leading'to a positive <br />outfall. Requirements for slope drainage systems may best be determined <br />• during construction. <br />..,~ <br />,.. :~. <br />~. ' ~.i~1''il~2d ?u'..f .. .., xti~:... .. _ t . zi. i. ~. .. .. . "I ".. ~:. : V.• '.]~ wF zi'B A>~ <br />