Three-dimensional slope stability assessment of two-layered undrained clay

Lim, Kelvin; Li, A.J.; Lyamin, A. V.

doi:10.1016/j.compgeo.2015.07.011

Cited by 64 publications

(15 citation statements)

References 61 publications

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“…Finite element analysis of two-dimensional and three-dimensional slope failures was considered throughout the literature, [21][22][23][24] while the finite element implementation of limit analysis for the purpose of safety assessment of slopes (3D) was also presented in recent years. 25,26 Numerical approaches have advantages of accounting for soil inhomogeneities and not having to predetermine the mode of failure. However, when it comes to assessment of stability, they also come with some disadvantages.…”

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confidence: 99%

Intricacies in three‐dimensional limit analysis of earth slopes

Park

Michałowski²

2018

Num Anal Meth Geomechanics

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Summary Analyses of three‐dimensional slope failures can be elaborate because of the complexity owed to the geometry of the failure mechanism that needs to conform to an admissible kinematics of the slope collapse. This admissibility is imposed by the soil limit state condition, the normality plastic flow rule, and the boundary conditions. The kinematic approach of limit analysis is employed, and a rotational 3D slope failure is revisited. The study leads to the conclusion that some geometric constraints used in previous studies limit the range of admissible mechanisms resulting in overestimating stability factors. A set of results is presented that was obtained using an algorithm that allowed eliminating limitations present in previous studies. The largest improvements in the solutions were found for undrained failures of narrow slopes. For a 30° slope limited in width by the width‐to‐height ratio of 0.6, the stability factor calculated in previous studies overestimated the current calculations by nearly 39%. This overestimation is smaller for drained failures, and it drops significantly with an increase in the width of the failure mechanism.

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confidence: 99%

Intricacies in three‐dimensional limit analysis of earth slopes

Park

Michałowski²

2018

Num Anal Meth Geomechanics

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“…In this sense, inter-layer heterogeneity means that different strata or layers have different properties. Field investigations, experimental studies, and numerical simulations have been carried out to study the influence of inter-layer heterogeneity on rainfall infiltration characteristics and slope stability [22][23][24][25]. If the hydraulic properties are heterogeneously distributed, a sudden change in pore pressure and water content will be observed at the interface of the formation-this can affect the advancement of the wetting front.…”

Section: Introductionmentioning

confidence: 99%

Conditions of Hydraulic Heterogeneity under Which Bayesian Estimation is More Reliable

Yang

Chen

Zhang

et al. 2020

Water

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Natural heterogeneity of soil hydraulic properties is significant for the design and construction of geotechnical structures, and should be adequately characterized. Accurate measurements of hydraulic properties remain a difficult job and do not always work well for further design and analysis. Field hydraulic monitoring data reflects the overall slope performance and provide a more representative estimation of in-situ soil hydraulic properties for back analysis. The objective of this study is to explore the conditions under which monitoring data can provide reliable estimates of hydraulic parameters. Different distributions of soil heterogeneity generate a total number of 500 sets of synesthetic monitoring data. Bayesian inversion with the integration of Karhunen-Loève (K-L) and polynomial chaos expansion (PCE) is chosen to estimate the spatially varied saturated coefficient of permeability ks. The results show that the method is accurate and reliable, with less than 3% percentage error and 0.08 coefficient of variation (COV) around the monitoring points. There are two characteristics of the best-estimated fields. First, the ranges of ks for best-estimated fields are much narrower than the worst estimated fields. Second, when the larger ks values are distributed in the unsaturated zone of slope crest, it will lead to the best estimation. It is suggested that monitoring data can provide a reliable estimation of heterogeneous ks when the ratio of ground surface flux to ks in the unsaturated zone of slope crest is less than 1/150. Small values of ks in the slope crest result in the response of pressure head far from the responses of homogenous ks in the unsaturated zone. This complex response of the pressure head further causes the ill identification of ks by Bayesian estimation.

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“…A variety of approaches, such as the limit equilibrium method and the robust finite element method can be used to assess the stability of soil slopes. The numerical approaches such as finite element method can account for the progressive nature of the collapse and allow the failure mechanism to form without prescribing a particular shape.…”

Section: Introductionmentioning

confidence: 99%

“…[12][13][14][15][16][17] However, because of the highly variable nature of the suction, it is difficult to model its effect on the slope stability. [18][19][20][21] A variety of approaches, such as the limit equilibrium method 8,9,[22][23][24][25][26] and the robust finite element method [27][28][29][30][31][32][33][34][35][36] can be used to assess the stability of soil slopes. The numerical approaches such as finite element method can account for the progressive nature of the collapse and allow the failure mechanism to form without prescribing a particular shape.…”

Section: Introductionmentioning

confidence: 99%

3D stability of unsaturated soil slopes with tension cracks under steady infiltrations

Wang

et al. 2019

Num Anal Meth Geomechanics

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Summary Most classical approaches for evaluating the stability of soil slopes with cracks are performed under two‐dimensional (2D) condition. Three‐dimensional (3D) effect and suction‐induced effect of unsaturated soils are generally neglected in assessing the slope stability. This paper develops a 3D limit analysis method to evaluate the stability of an unsaturated soil slope with tension cracks under steady infiltrations. The boundary‐value problem is formulated based on the 3D rotational failure mechanism by taking the effects of suction, effective unit weight, and tension crack into account. A simplified method is proposed to calculate the work rate of unsaturated soil weight. A layer‐wise summation method is developed based on the divergence theorem to calculate the internal energy dissipation rate. Detailed discussions are conducted to investigate the effects of suction and Poisson's ratio on the stability of unsaturated soil slopes. Examples are given to illustrate the 3D effect, the suction‐induced effect as well as the effects of infiltration and water in cracks on the slope stability.

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Three-dimensional slope stability assessment of two-layered undrained clay

Cited by 64 publications

References 61 publications

Intricacies in three‐dimensional limit analysis of earth slopes

Intricacies in three‐dimensional limit analysis of earth slopes

Conditions of Hydraulic Heterogeneity under Which Bayesian Estimation is More Reliable

3D stability of unsaturated soil slopes with tension cracks under steady infiltrations

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