Finite Element Analysis Method of Slope Stability based on Fuzzy Statistics

Wang, Zhongjie; Lin, Min-Long

doi:10.15446/esrj.v25n1.93320

Cited by 6 publications

(2 citation statements)

References 18 publications

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“…The limit equilibrium method includes the slice method (Huang, 2013;Su et al, 2022), Bishop method (Sheng et al, 2021), and transfer coefficient method (Bi et al, 2012). Numerical analysis methods include the finite element method (Wang and Lin, 2021), boundary element method (Wijesinghe et al, 2022), discrete element method (Wang et al, 2020a;Azarafza et al, 2020), Lagrange method (Chen et al, 2019), and discontinuous deformation analysis method (He et al, 2018;Azarafza et al, 2020). The uncertainty analysis method (Li et al, 2016;Deng et al, 2017) refers to the analysis and calculation of slope stability by using the uncertainty principle and the method based on the deformation data of slope rock and soil mass obtained by investigation technology.…”

Section: Introductionmentioning

confidence: 99%

Stability analysis of rock slope under Sujiaba overpass in Chongqing City based on kinematic and numeric methods

Li²,

Zhang

et al. 2023

Front. Earth Sci.

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Rock slopes have the characteristics of complex geological conditions, weak structural surface development, steep slope, and great damage. In this study, the Sujiaba overpass slope in Chongqing was selected as the evaluation object, and the main stability evaluation methods of rock slope were analyzed. Combined with the special geological conditions and geographical location of the rock slope, through a geological survey, the slope was qualitatively analyzed based on the stereographic projection method, and the slope stability safety factor was calculated by using the finite element strength reduction method. FLAC3D was used to simulate the initial stress state of the unstable rock mass, the limit state stability of the unstable rock mass before bolt support, and the stability after bolt support. The simulation results show that the stability coefficients of selected unstable rock masses W1, W2, W6, and W7 under the limit state before bolt support are, respectively, 1.22, 1.80, 5.90, and 2.10. Unstable rock masses separate from the parent rock, causing a large displacement due to their instability and downward sliding. After bolt support, stability coefficients for those four unstable rock masses are 1.60, 2.40, 8.60, and 3.20, respectively. Under the same reduction coefficient, rock masses are stable and the displacement is small. The results show that the calculation results of the initial stress state of the rock slope are consistent with the theoretical understanding and field investigation. After the implementation of bolt support, the anti-sliding stability of unstable rock is obviously improved. The research results have important scientific guiding significance and practical value for revealing the failure mechanism of rock slope and analyzing the stability of unstable rock mass.

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Section: Introductionmentioning

confidence: 99%

Stability analysis of rock slope under Sujiaba overpass in Chongqing City based on kinematic and numeric methods

Li²,

Zhang

et al. 2023

Front. Earth Sci.

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“…However, for rock slopes, the current consensus is that the failure to rock slopes is related to the structure of the rock mass or the structural plane 1 , but the mechanism of failure has not yet been fully determined. Current theoretical methods for analyzing the stability of pit slopes are mainly limit equilibrium method 2 – 5 , limit analysis method 6 – 9 , numerical analysis 10 – 12 , fuzzy analysis 13 – 15 , and reliability analysis 16 – 18 . Few studies have been conducted on the stability of rock slopes in areas with well-developed karst caves.…”

Section: Introductionmentioning

confidence: 99%

Stability analysis of rock slope and calculation of rock lateral pressure in foundation pit with structural plane and cave development

Wang

2022

Sci Rep

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In this study, numerical simulations were carried out to analyze the influence of caves in different positions and shapes, in combination with structural planes, on the stability of the slope and the failure characteristics of a rock slope in a deep foundation pit with high inclination structural planes and cave development. The schemes for substituting a single karst cave for karst caves were constructed. Based on the penetration failure characteristics of karst caves between parallel structural planes, calculation methods for the safety factor of the rock foundation pits and the upper bound of the lateral pressure of supporting structures under the combined influence of the caves and structural planes have been developed, which can be used to assess the safety factor of a rock mass and to calculate the lateral pressure under complex geological conditions. The example of Xuzhou Metro Line 3 Sanhuan South Road Station is taken as an example to verify. The displacement calculation results show that the proposed rock and soil pressure calculation method is close to the actual measured value.

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