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<br />' and dip measurements were made on these outcrops and are indicated <br />on the Test Boring Location Diagram. At one location, a strike and <br />dip indication varying considerably with the other measured outcrop <br />and with regional trends was observed. We have, however, attributed <br />this odd orientation at the one location to either very localized <br />' structure or a localized disorientation of the sandstone mass at that <br />particular location. The other measurements indicated a southeast <br />' strike and northeasterly dip on the order of 4°. Earlier geologic <br />work involving deep core borings was prepared in January, 1981 by <br />Ute Engineering and Surveying Company, revised May 8, 1981. This <br />information indicates a northerly dip on the order of 10°. However, <br />correlation of available core boring logs tends to confirm a north- <br />' easterly 4° dip in the vicinity of the refuse disposal site. In <br />any event, for purposes of generation of a mathematical model, the <br />1 bedrock is assumed to dip to the northeast at approximately 40, in <br />the direction of the cross-sections available across the refuse <br />disposal site, the bedrock appears with a 2° dip component to the <br />' east. Location of the major sandstone outcrops on the surface were <br />utilized to set the position of a massive sandstone layer within <br />1 the bedrock profile. The remaining bedrock above and below this <br />' layer was assumed, based on the visual reconnaissance and results of <br />test borings in the area, to consist of interbedded sandstone and <br />shale. <br />In addition to the shear strength of the refuse material dis- <br />cussed in the earlier section, it was necessary to assign reasonable <br />' shear strength values to the bedrock materials in the foundation <br />area as well. In general, we would not suspect that bedrock ma- <br />' terials would control stability conditions in the refuse area. The <br />1 <br />