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This paper develops general three-dimensional kinematically rotational failure mechanisms for two-layer soil slopes, which not only considers the back slope angle but also involves the face-failure, toe-failure and base-failure mechanisms. Although the failure mechanisms are developed for two-layer soil slopes, it is easy to extend for multilayer s...
Citations
... Compared with the dump size, the foundation width (b) is a small constant (6 m). According to Eq. 32, the value of b can be determined according to the thickness of the foundation strata (D), and the corresponding slope angle (β) and the ultimate pile height can be obtained (Li et al., 2017b;Zheng et al., 2020;Ma et al., 2021). Physical and mechanical properties of the foundation strata are given in Table 1 Wang L J et al., 2021). ...
For a waste dump with soft foundation, the foundation bearing capacity has an important impact on slope stability. According to the load distribution and stress characteristics of a waste dump, combining the gravity load of the triangular slope of the waste dump and the passive Earth pressure exerted by the foundation soil with an improved Plandtl formula, the foundation bearing capacity and the ultimate pile height of a waste dump are calculated and determined. The concept of foundation bearing capacity of a waste dump is redefined, that is, the ultimate pile height corresponding to a certain slope angle. A method for determining the ultimate pile height of a waste dump based on the slope angle of the waste dump is proposed, and the relation function between dump slope angle and waste height is established. The results show that the sliding moment increment (∆M S ) caused by the gravity load of the triangular slope after waste increase is positively proportional to the pile height increment (∆H); the anti-sliding moment increment (∆M AS ) is positively proportional to or positively correlated with the pile height increment (∆H); the slope angle of the waste dump decreases with the increase of the thickness of soft bedrocks, and the smaller thickness of soft bedrocks is more favorable to the ultimate pile height of the waste dump. The research results can provide reference for the calculation of the bearing capacity of soft foundation and the optimal design of slope shape of waste dumps.
... This method ensures the kinematic admissibility of the collapse mechanism with respect to the rigid rotation of the bounded soil mass about the focus of the logarithmic spiral. Zheng et al. [7] developed general threedimensional kinematically rotational failure mechanisms for two-layer soil slopes, which not only considered the back slope angle but also included the mechanisms of face failure, toe failure, and base failure. From the perspective of rainfall infiltration process, the infiltration model was proposed to analyze the influences of rainfall infiltration on the water content, pore water pressure, and slope stability [8]. ...
Although numerous studies have been paid much attention to rainfall-induced instability of multilayered slopes, the interface between layers is generally considered to be “zero thickness”, and the layer transition zone between layers is neglected. In this study, the influence of the layer transition zone on the rainfall-induced instability of multilayered slope was investigated. A model was developed to simulate the rainfall infiltration process, the distribution of pore water pressure, and the stability of multilayered slope by coupling the unsaturated seepage model and the slope stability analysis method. Based on the analysis of the multilayered slopes with the different thickness ratios of the layer transition zone, a method for determining the critical thickness of the layer transition zone was proposed. The results showed that the layer transition zone had a significant influence on the stability of multilayered slope. It was found that the presence of the layer transition zone in the multilayered slope reduced the hydraulic conductivity of the slope and increased the rate of formation of transient saturated zone, which contributed to excess pore water pressure at the toe of the slope. The analysis of the local factor of safety (LFS) showed that when the thickness ratios of the layer transition zone were between 2.5% and 5%, the corresponding hydraulic conductivity of the slope decreased by 1%-2.5% and the maximum failure area of the slope during the rainfall was 25% of the slope. Our study highlighted the importance of the layer transition zone for the rainfall-induced instability of the multilayered slope.
In general, the traditional Sarma method is two-dimensional (2D). In nature, slopes are three-dimensional (3D) problems. However, the 3D Sarma method is rarely proposed and used in rock slope engineering. In this paper, the 3D Sarma method will be used to study the stability of a slope with an intercolumn force of nonzero at the nonfree face boundary. The relationship between the safety factor (Fs) and the horizontal earthquake acceleration coefficient will be determined by an optimization method and Fs will be obtained when the horizontal earthquake acceleration coefficient equals zero. Two examples will be illustrated to validate the feasibility of the proposed method. The results obtained by the proposed method agreed well with those obtained using other methods.
