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1 <br />1 <br /> • Toovlina Failures: These kinds of failures involves the <br />' rotation and downwa <br />d <br />ti <br />d <br />l <br />i <br />f <br /> r <br />ver <br />movement un <br />er grav <br />ty o <br />ca <br />' individual segments of rock bounded by an overhanging <br /> type of discontinuity. This particular type of failure <br />' mechanism usually manifests itself as a rockfall type of <br /> problem, however, in the case of some large slopes <br />f xhibiti <br />th <br />ddi <br />ti <br />f <br />d b <br />i <br />i <br /> e <br />ng <br />ng <br />e par <br />jo <br />ng an <br />e <br />cular type o <br />nt <br />' plane geometry critical to this condition, failures of <br /> relatively large sections of rock may occur which would <br /> resemble the toppling of a line of books on a bookshelf. <br />5.3 ~~,ji DEVELOPMENT <br />' For the analysis of the bench soil slopes, a very simplistic <br />model was utilized assuming the material within the slope to be <br />' homogeneous and assuming both the crest and toe area are level. <br />This model, as can be found in Rock Slooe Engineering, can be <br />' used if foundation conditions dictate that the soil mass will <br />' fail in a circular mode which does not extensively fail through <br />the foundation soils. Sy reviewing the strength parameters <br />' discussed in the Fox & Associates report for the proposed <br />retention dams which were to be built in the vicinity of the <br />' proposed soil benches, it was determined that the strength of the <br />' bench fill material is primarily weaker than the underlying <br />foundation. The foundation in the vicinity of the bench <br />' primarily consists of dense layers of sand and clay overlying the <br />claystone or sandstone bedrock. Due to the assumed bench fill <br />t <br />10 <br />