SLOPE STABILITY USING NON-]LINEAR FAILURE STRENGTH CRITERION

Abstract

The parameters of shear strength, cohesion(c) and angle of internal friction (0) are treated constant over the range of normal stresses. Since the shear strength variation is non-linear with confining pressure for soils and so in the case of rocks, a single of set of values of c and 0 cannot be assigned to a soil/rock over the entire range of stresses. This misconception of linear response of shear as per Mohr-Coulomb can be removed. The values of c and 0 would then be not treated as constant parameters of a soil/rock. The present study consists of two parts. In the first part, Singh et.al.(1996)'s program SANC.FOR, which is written in the FORTRAN language has been converted into C program SANC.0 and the results from both have been compared. In the second part, mathematical analysis done by considering curve of Mohr-Coulomb's non-linear failure strength criterion and this non-Iinear curve is simplified as a set of straight lines according to the linear MC failure criterion using the generalized tangential technique: The straight line is tangential to the curve of the non-linear failure criterion. Aind this mathematical analysis is translated into a software package, SANL.C, using C. This software package can be used for static and dynamic analysis of non-homogeneous dams, complex talus and slopes in the jointed rocks