Abstract: At present, the cantilever beam model based on the limit equilibrium theory is still the main method to analyze the flexural toppling failure of counter-tilted rock slopes, but most do not consider the shear failure of the rock layer at the toe of the slope. According to the deformation and failure characteristics of rock layer, we divided the slope into three zones: stable zone in the back edge, flexural toppling zone in the middle, and shear zone in the front edge. In subsequence, we established the analytical method for flexural toppling-shear sliding failure mode and verified the analytical method through application in an engineering example and analyzed the model parameters. Results manifest that the result obtained by the proposed analytical method is in good agreement with actual engineering. The slope stability is at the worst in the presence of large dip angle of rock layer and slope angle. The influence of slope angle on slope stability is greater than that of dip angle of rock layer. The increment in the thickness and internal friction angle of rock layer is conducive to slope stability and will widen the scope of the shear zone at slope toe.

Key words: counter-tilted rock slope, flexural toppling, shear sliding, limit equilibrium theory, rock strata at slope toe