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1100318 R0T0 0811 JRW1 48 <br />The conceptual reclamation plan consists of sufficiently laying back the quarry slope to remove <br />the active landslide, create a stable cut slope, and place fill over the remainder of the slope <br />burying and buttressing the remainder of the landslide. Significant quantities of material will be <br />generated laying back the slope to a stable configuration during the reclamation. The majority <br />of this material will be placed at the base of the slope as fill that will have a final inclination of <br />approximately 4H:1V. A portion of the material generated during the lay back will be Manitou <br />Formation limestone that can be removed offsite for commercial purposes. Table 1 contains <br />quantities of materials that will be generated by reclamation Concept A and Concept B. <br />The execution of the reclamation plan will entail dividing the west quarry slope into north and <br />south portions. The south portion is defined as containing active landslides; the north portion as <br />not containing the active landslides. These north and south portions of the slope are identified <br />in Appendix 54. The south portion, which currently contains the greatest instability and hazard <br />from additional slope movement, would be reclaimed first, thereby eliminating hazards <br />associated with the current landslides. Upon substantial completion of the south portion of the <br />quarry, reclamation of the north portion may commence. <br />An analysis of the interim and final stability of the slopes created during the reclamation plan <br />has been performed. Methodologies and material properties utilized in the slope stability <br />analysis discussed in Section 5.3 were utilized in the analysis with two exceptions. First, the <br />strength parameters of the landslide debris, which consists of rubblized rock, were selected to be <br />a friction angle of 30 degrees and no cohesion. Second, the stability of the highwall in the Pikes <br />Peak Granite was checked by assuming a 60 degree east dipping joint set as recommended in <br />the 1994 Amendment and TR-11. The strength parameters along the joint set were selected to <br />be a friction angle of 30 degrees and no cohesion. The strength parameters of the fill were <br />selected to be a friction angle of 30 degrees and no cohesion. <br />The interim slope configuration was conservatively chosen to be a slope configuration <br />possessing the maximum cut but with no fill placed at the base of the slope. This configuration <br />is extremely conservative because fill will be simultaneously placed at the base of the slope <br />while cuts are made at the top of the slope. The stability of final configuration of the slope is <br />analyzed utilizing Section D-D' as representative of final fill geometry. Appendix 54 contains