A procedure is described for performing nonlinear dynamic slope stability analysis. The method combines updated Lagrangian kinematic relations with a cap‐type, strain‐hardening soil plasticity model in an explicit nonlinear dynamic finite element formulation. A detailed analysis of the progressive failure of an embankment is performed and comparisons with conventional methods for seismic slope stability analysis are presented. The results presented indicated the applicability and accuracy of the proposed method.
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Daddazio et al. (1987) studied this question.
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