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0 <br />• <br />• <br />FL 4C3D 2.70 <br />SW M MAI PeSDe " <br />06:1598 WedF 125 ap6 <br />Carle'. Rq�im <br />X'. 3'I50 �Wl X. 0000 <br />Y:3.135n002 Y. 0000 <br />Z atxa.0oz L40900 <br />Nt 2� Mag_ 1 <br />Mg: 71500 <br />Block Group <br />nae <br />iJesm <br />creme <br />mx M <br />mudaral <br />MAW <br />M. <br />MAt <br />mu0at <br />ctllwnvn <br />Axes <br />I x <br />Mala4i TerhWOgas,Ix <br />MwgB Geotsrlatira'Ergneav <br />Figure 17. Finite - difference mesh and modeled lithology. <br />Analyzed results include a comparison of different stresses in the overburden, coal, and <br />floor along a section within the rooms (figure 18) and for the entire analyzed area <br />(attachment A). The Mohr - Coulomb failure criterion is also used to compare the <br />strength: stress ratio for different stratigraphic units using in situ strength values <br />calculated from RMR values. Areas with strength: stress smaller than I indicate yielding <br />rock conditions, <br />Pore pressure effects are included in these calculations by using effective stresses in post - <br />processing of the results. Pore pressure at the seam level was conservatively estimated <br />using the measurements of changes in the static head in TC -03 -02 and TC -03 -03 within <br />the Upper B Seam sandstone (approximately 100 -psi). Using soil mechanics principles, <br />pore pressure was gradually decreased toward the top of the Marine Sandstone. <br />Maleki Technologies, Inc. <br />