Dynamic modeling of large deformation slope failure using smoothed particle finite element method
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Wei-Hai Yuan I Kang Liu I Wei Zhang I Beibing Dai I Yuan Wang
Dynamic modeling of large deformation slope failure using smoothed particle finite element method
Abstract In this paper, a novel node-based explicit smoothed particle finite element method (SPFEM), on the basis of the particle finite element method (PFEM) framework, is utilized to evaluate the stability of slopes and to simulate the post-failure behavior of soil. The main advantage of SPFEM in slope stability analysis lies in its capabilities to consider the whole dynamic failure process of slope and to simulate large deformation and post-failure of soils. For the stability analysis of a cohesive soil slope, the shear strength reduction technique with a kinetic energy-based criterion for distinguishing slope failure is adopted to obtain the factor of safety (FOS) of a slope, and the FOS is compared with that obtained by the classical FEM and LEM approaches for further validation. Then, the dynamic failure process of a non-cohesive granular material slope is simulated using Drucker-Prager constitutive model. The influence of friction resistance of granular material, as well as the repose angle of slope after failure, is discussed. Finally, the progressive failure behavior of a long clayey slope is modeled using SPFEM in conjunction with a strain-softening Tresca constitutive model. The retrogressive failure behavior of a long clayey slope is analyzed. Keywords Dynamics . Node integration . Particle finite element method . Slope stability . Post-failure behavior . Retrogressive failure Introduction Slope stability or slope failure remains an important issue in geotechnical engineering as slope is the most common geotechnical infrastructure. The failure of slopes (i.e., embankments, dykes, and dams) is often involving in large deformations and leads to natural disasters, e.g., landslides, debris flow, and water flooding. Traditionally, slope stability analyses have been widely performed based on the limit equilibrium method (LEM) or the finite element method (FEM). The LEM approach (Bishop, 1955; Morgenstern & Price, 1965; Spencer, 1967) is considered to be very simple and computationally efficient, due to the fact that it requires no soil stress-strain relationship. Moreover, the LEM can estimate the factor of safety and the critical slip surface without knowledge of the initial slope conditions. However, the LEM strongly relies on the assumption of the slip surface, and it cannot consider the soil deformation. The FEM-based slope stability analysis with the shear strength reduction technique (Zienkiewicz et al., 1975; Griffiths & Lane, 1999) has been proven to be a more advanced method over the LEM. The stress-strain relationship and the soil deformation behavior can be considered by the FEM approach. The shape and location of the slip surface can be automatically found without making any assumptions in advance. In addition, the FEM can be easily combined with random field theory to conduct a probabilistic analysis of slope stability (Griffiths & Fenton
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