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rock. The colluvial material terminates at the top of the slope <br />where excavations had been made for the main bench and <br />installation of the mine facilities. The vertical thickness of <br />the colluvium utilized in the stability model was on the order of <br />eight feet. The bench fill material varied between 0 and 25 feet <br />in thickness. Details of the cross-sections utilized for the <br />stability analysis are presented in Figures 3 and 5. <br />Althougfi no free water was observed in the fill or colluvial <br />materials on site at the time of drilling, various thicknesses of <br />seepage zones at the colluvium bedrock interface and within the <br />fill material were assumed, for the purpose of the stability <br />model. <br /> The following specific values for Shear strengths were utilized <br />' th <br />i sis <br />nal <br />f th <br />h <br />i <br /> e <br />n . <br />ases o <br />e a <br />y <br />ous p <br />var <br />' o Bench fill (existing): <br /> c = 374 psf <br /> .0= 160 <br /> <br /> o Bench fill (recomgacted): <br /> c = 446 psf <br />' a= 190 <br /> o colluvial soil: <br /> c = 446 psf <br /> ~= 19° <br />' <br /> o Interbedded sandstone and shale: <br /> c = 4000 psf <br />' H= 330 <br /> <br />1 <br />f 4 <br />