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r, <br />SMITH WILLIAMS CONSULTANTS, INC. <br />Project: CCSV Phase 5 VLF Job No. 1125 <br />Calculation Tkle: <br />PSSA Embankment Settlement <br />Pre ared B : JFL Date: March 14 2008 <br />Checked 8 : DTW Date: March 19, 2008 <br />CALCULATIONS: <br />A finite element mesh was constructed for the section of interest (only one-half of the embankment <br />was analysed, since the downstream section of the embankment does not see any externally applied <br />stresses). Amedium-size mesh was used for the foundation, beneath the embankment. The finite <br />element mesh was refined for the PSSA embankment to a maximum element size of approximately <br />5 feet. <br />The model was fast used to calculate the initial conditions, with zero load on the PSSA <br />embanlanent (without ore). Then the ore loads were applied to the face of the embankment. The <br />model output report is attached, which includes the finite element mesh, material distribution, and <br />basic results. <br />In order to assess the deformation and strain along the embankment face, calculation points were <br />placed within the model along the slope. These points were used to monitor the stresses and strains <br />along the embankment face. <br />CONCLUSIONS: <br />The PLAXIS model results report is attached to this calculation sheet. In order to assess the <br />potential strain and deformation in the VLF liner system, calculation points were added to the <br />model along the embankment face (see model output). Total displacements are used to determine <br />the settlement of the PSSA embankment under the design loading conditions. Shear strains are used <br />to assess movement along the PSSA embankment face that may impact the liner system. Shear <br />strains reflect extension of the geomembrane liner by settlement (in two dimensions). <br />Based on the model output, the total settlement of the PSSA embankment is anticipated to be less <br />than 1 inch at the embankment crest, with a maximum settlement of 2 inches at the mid-point of the <br />embankment face. Data from the model and the calculation points show that after the PSSA is <br />loaded with ore, the global strain on the PSSA embankment liner system will be less than 0.5 %, <br />which is acceptable for the liner systems. <br />References <br />Bowles, J.E. 1982. Foundation Analysis and Design. Third Edition. New York: McGraw-Hill <br />Book Company. 816 pp. <br />I~ <br />