Process Analysis of Toppling Failure on Anti-dip Rock Slopes Under Seismic Load in Southwest China

Ning, Yibing; Zhang, Guangcheng; Tang, Huiming; Shen, Wenchao; Shen, Ping

doi:10.1007/s00603-019-01855-z

Cited by 60 publications

(17 citation statements)

References 33 publications

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“…Zhang et al (2015) conducted universal distinct element code (UDEC) simulations to study flexural toppling failures under strong motion records from Wenchuan, Ludian, and Minxian. Ning et al (2019) and Liu et al (2021) studied block-flexural toppling on anti-dip rock slopes under seismic load using UDEC and FLAC, respectively, by analyzing the failure mode process for a prototype slope of the corresponding large shaking table test.…”

Section: Introductionmentioning

confidence: 99%

Analysis of Flexural Toppling Failure of Anti-Dip Rock Slopes Due to Earthquakes

Zhang

Huang

et al. 2022

Front. Earth Sci.

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Flexural toppling is one of the failure modes of anti-dip rocks, is often triggered by seismic load, occurs haphazardly under an earthquake scenario, and is characterized by high speed and extreme energy, leading to catastrophic disaster consequences and huge losses. However, there is limited literature that reveals its failure mechanisms and describes the failure surface due to earthquakes. Therefore, based on the limit equilibrium analysis method, the horizontal pseudo-static load was applied to improve the geological mechanical model under gravity only, and the stability analysis process was derived. The failure surface and failure mode of the slope under different seismic loads were analyzed. The results indicated that, with the increasing seismic load, an increase in the number of rock layers with sliding failure increased the number of rock layers with cantilever toppling failure; in contrast, the number of rock layers with overlapping toppling failure decreased. The slope toe was more prone to sliding and the slope top was more prone to cantilever toppling under an earthquake, which decreased the stability of the anti-dip rock slope.

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Section: Introductionmentioning

confidence: 99%

Analysis of Flexural Toppling Failure of Anti-Dip Rock Slopes Due to Earthquakes

Zhang

Huang

et al. 2022

Front. Earth Sci.

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“…Toppling failure of antidip layered rock slope, as a typical slope failure, has been reported in an increasing number of situations with the construction of mines, highways, hydropower stations, and so on (Cruden and Hu 1994;Tamrakar et al, 2002;Huang 2007;Liu et al, 2016;Zhang et al, 2018;Cai et al, 2019;Ning et al, 2019;Zhu et al, 2020). Goodman (2013) summarized the developments in the research of toppling deformation and concluded that toppling generally occurs in foundations, tunnels, and underground chambers or on a small scale in any rocky landscape where frost, creep, or water forces are active.…”

Section: Introductionmentioning

confidence: 99%

Time-Varying Effect of Ductile Flexural Toppling Failure on Antidip Layered Rock Slope

Cai

Zheng

et al. 2022

Front. Earth Sci.

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Ductile flexural toppling failure is a common form of toppling failure, and it is the product of long-term geological history and shows the characteristics of long-term deformation and progressive failure. The creep characteristics of rock mass have been seldom considered in the current research on toppling, especially interlayer creep of rock layers in the process of toppling. Based on the thought of deformation stability analysis, the flexural toppling failure was divided into the following four stages: start-up, rapid deformation, transient stability, and long-term creep stages. Combined with mechanical analysis, the developmental conditions of the start-up, transient stability, and long-term creep development stages are discussed respectively. Finally, several cases were selected to analyze the stage and the stability of the toppling deformation body, as well as to verify the rationality of the mechanical analysis condition. Study results show that the start-up conditions meet Equation 2, the rock layer inclination and slope angle is 0.5π−φ in the transient stability stage, and that angle is the infinite 0.5π in the long-term creep stage. Other external forces (such as water pressure) will intensify the development of ductile flexural toppling failure, so that the angle between the toppled bedding surface and the slope surface increases. It is of great significance to analyze the development stage of the ductile flexural toppling, comprehensively analyze and evaluate the stability of the ductile flexural toppling, reasonably develop and utilize its self-stability ability, and set up support measures.

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“…Based on these experimental results, they made some improvements for the analytical method and gave suggestions for the reinforcement of the slope. Meanwhile, Ning et al (2019) and Li et al (2019) used shaking tables to simulate this type of failure under seismic load. The shaking table was also utilized by Fan et al (2016) to discuss the effect of the weak intercalation on the failure patterns of antidip bedding rock slopes.…”

Section: Introductionmentioning

confidence: 99%

Analysis of Flexural Toppling Failure in Rock Slopes Using Discrete Element Method

et al. 2021

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Flexural toppling failure is a common failure mode of natural and artificial rock slopes, which has caused serious damage to human life and property. In this work, an advanced numerical method called the Universal Distinct Element Code (UDEC) was used to study the mechanism of flexural toppling failure. In total, more than twenty slope models were built and analyzed. Two new parameters (displacement discontinuity and transition coefficient of failure surface) were introduced to present a further understanding of flexural toppling. The results show the failure zone of rock slopes subjected to flexural toppling includes two parts: the first-order instability part (FOIP) and the independent toppling zone (ITZ). The FOIP can be further divided into two subzones: the sliding zone (SZ) and the superimposed toppling zone (STZ). The occurrence of surface deformation discontinuities is the precursor to flexural toppling failure. The first displacement discontinuity occurs on the boundary between the FOIP and the ITZ. The angle, spacing, and angle of the joints, the angle of the slope has a significant influence on the stability of anti-dip bedding rock slopes. However, they do not affect the deformation and failure pattern of the slope.

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Process Analysis of Toppling Failure on Anti-dip Rock Slopes Under Seismic Load in Southwest China

Cited by 60 publications

References 33 publications

Analysis of Flexural Toppling Failure of Anti-Dip Rock Slopes Due to Earthquakes

Analysis of Flexural Toppling Failure of Anti-Dip Rock Slopes Due to Earthquakes

Time-Varying Effect of Ductile Flexural Toppling Failure on Antidip Layered Rock Slope

Analysis of Flexural Toppling Failure in Rock Slopes Using Discrete Element Method

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