Limit Equilibrium Method (LEM) Slope Stability analyses using EnSlope скачать в хорошем качестве

Limit Equilibrium Method (LEM) Slope Stability analyses using EnSlope

This video demonstrates how to conduct Limit Equilibrium Method (LEM) Slope Stability analyses using EnSlope. A follow up video on the Strength Reduction Finite Element Method (SRFEM)slope stability analyses using EnFEM is available at    • Slope Stability Analyses: From Limit Equil...   Program EnSlope is developed by Ensoft for the solution of slope-stability problems using a two-dimensional limit-equilibrium method. EnSlope uses intuitive graphical screens for data input, where users can draw or define graphics of the slope geometry and soil layers and also view graphics of output results. The new EnSlope software is based on enhancements of the methods for slope stability analyses established by the STABL series of programs, initially developed by Ronald A. Siegel at Purdue University in 1975. The original STABL has been available since 1976, with an open release from the Indiana Department of Highways. The EnSlope uses enhanced-graphics interface to implement pull-down menus, dialog boxes, option buttons, and grid-cells for data entry. In addition, EnSlope allows the user to analyze a reinforced-earth slope as well as a slope stabilized by piles or drilled shafts. It also allows for the use of either English units (ft and lbs) or S.I. units (meter and kN). The example shown in this video concerns the long-term stability of a cut in a soft clay material. A ground water table is presented at a depth of about 17 ft below the existing ground surface which gently slopes toward the cut. An irregular bedrock surface lies at a relatively shallow depth. The variation of the bedrock surface normal to the plane of the profile is insignificant. Therefore, a two-dimensional analysis is assumed appropriate. The Simplified Bishop method is used for the slope-stability analysis. Searching for the critical surface is carried out with 5000 trial failure surfaces generated by the program. The resulting factor of safety is 1.356. It should be noted that this zero-shear-strength approach assumes that the tension crack occurs along the circular failure surface. An alternative approach is to replace the tension portion of the soil with a surcharge of equivalent weight. This alternative approach assumes the tension cracks are vertical, and yields a higher factor of safety (1.483) as less soil mass is included in the sliding mass.