Reliability analysis of excavated slopes in undrained clay

doi:10.1007/s11709-023-0018-6

Front. Struct. Civ. Eng.

2023, Vol. 17

Issue (11) : 1760-1775 https://doi.org/10.1007/s11709-023-0018-6

Reliability analysis of excavated slopes in undrained clay

Shuang SHU, Bin GE, Yongxin WU, Fei ZHANG(

)

Key Laboratory of the Ministry of Education for Geomechanics and Embankment Engineering, College of Civil and Transportation Engineering, Hohai University, Nanjing 210098, China

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Abstract

A novel approach based on the upper bound theory is proposed to assess the stability of excavated slopes with spatially variable clay in undrained conditions. The proposed random limit analysis is a combination of the deterministic slope stability limit analysis together with random field theory and Monte Carlo simulation. A series of analyses is conducted to verify the potential application of the proposed method and to investigate the effects of the soil undrained shear strength gradient and the spatial correlation length on slope stability. Three groups of potential sliding surfaces are identified and the occurrence probability of each sort of failure mechanism is quantified for various slope ratios. The proposed method is found to be feasible for evaluating slope reliability. The obtained results are helpful in understanding the slope failure mechanism from a quantitative point of view. The paper could provide guidance for slope targeted local reinforcement.

Keywords slope stability spatial variability limit analysis random field clay

Corresponding Author(s): Fei ZHANG

Just Accepted Date: 30 November 2023 Online First Date: 10 January 2024 Issue Date: 24 January 2024

Cite this article:

Shuang SHU,Bin GE,Yongxin WU, et al. Reliability analysis of excavated slopes in undrained clay[J]. Front. Struct. Civ. Eng., 2023, 17(11): 1760-1775.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0018-6
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I11/1760

Fig.1 Definitions of failure modes. (a) TC; (b) DTC; (c) DC.

Fig.2 Discrete failure mechanism of a slope.

Fig.3 Slope sketch considered.

Fig.4 Deterministic sliding surfaces for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.5 Results of MC simulation for the case of Rs = 1:2, k = 1 kPa/m, and l = 10 m: (a) convergence of mean and standard deviation of FS; (b) histogram of FS.

Fig.6 Effect of l on β_S for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.7 Effect of k on β_S for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.8 Random sliding surfaces for Rs = 1:1 with (a) k = 0, l = 10 m; (b) k = 0, l = 30 m; (c) k = 3 kPa/m, l = 10 m; (d) k = 3 kPa/m, l = 30 m.

Tab.1 Summary of μ_L (unit: m) for isotropic spatial variability

Tab.2 Deterministic results of l

Fig.9 μ_L against k under l = 10 m.

Fig.10 μ_L against l under k = 1 kPa/m.

Tab.3 Summary of occurrence probability for each failure mode for isotropic spatial variability

Fig.11 Occurrence probability of failure modes for l = 10 m for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.12 Occurrence probability of failure modes for k = 1 kPa/m for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.13 Effect of l_x on β_S for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.14 μ_L against l_x under: (a) k = 0; (b) k = 1 kPa/m.

Tab.4 Summary of occurrence probability for each failure mode for isotropic spatial variability

Fig.15 Occurrence probability of failure modes for k = 0 kPa/m with anisotropic spatial variability for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

Fig.16 Occurrence probability of failure modes for k = 1 kPa/m with anisotropic spatial variability for different Rs: (a) Rs = 1:3; (b) Rs = 1:2; (c) Rs = 1:1.

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