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' ~ = 14.9° <br />C = 100 psf <br />' Preliminary stability analyses utilizing these values indicated <br />the proposed slope configuration to be marginally stable to unstable. <br />' From past experience, however, in similar environments, we suspected <br />' that the shear strength characteristics of the refuse material was <br />quite conservative. We, therefore, obtained authorization from the <br />owner to perform an additional multi-phase staged triaxial shear <br />strength test on the refuse material. The test was performed <br />' consolidated, undrained, with pore pressure measurements in order to <br />provide effective stress data. Test results indicated ~ = 28,5° <br />C = 200 psf. These results appeared to be more consistent with <br />our past experience in refuse from Mesa Verde coals. <br />DESCRIPTION OF STRATA AND SLOPE MODEL: <br />' In order to properly analyze the stability of the proposed <br />refuse area, it was first necessary to develop a mathematical and <br />geometric model of the slope conditions to be used for purposes of <br />slope stability analysis. The development of this model is <br />described in this section. <br />Visual reconnaissance and test borings indicated that residual <br />and/or colluvial soil cover above the bedrock was minimal (typically <br />' zero to 8 feet) and would generally be insignificant with respect <br />to its effect on refuse area stability. Therefore, no attempt was <br />made to include the relatively thin colluvial and residual veneer <br />' above the bedrock in the mathematical model. Several sandstone <br />outcrops associated with the bedrock were observed on-site. Strike <br />5 <br />~1 <br />