Abstract
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.
Highlights
Flexural toppling failure often occurs in artificial and natural slopes with anticlinal bedding structures, which has been recognized and studied for several decades
Distribution characteristics of the surface displacement and the plastic zone were studied to access the whole process of formation of the failure surface of the slope, and reveal the mechanism of flexural toppling failure
Flexural toppling failure extends to the first displacement discontinuity, at which point a through plastic zone appears within the slope (Figure 5D)
Summary
Flexural toppling failure often occurs in artificial and natural slopes with anticlinal bedding structures (called anti-dip bedding rock slopes, as shown in Figure 1), which has been recognized and studied for several decades. Centrifugal tests and physical model tests under excavation at the toe area of the slope were employed by many researchers (Adhikary et al, 1997; Zheng et al, 2019; Zheng et al, 2018a; Zhu et al, 2020). Based on these experimental results, they made some improvements for the Analysis of Flexural Toppling Failure analytical method and gave suggestions for the reinforcement of the slope. In addition to seismic load, Ning et al (2021) and Gu and Huang (2016) suggested that the river downcutting should be considered as an incentive of flexural toppling failure
Sign-in/Register to view highlights & summary Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a callDisclaimer: All third-party content on this website/platform is and will remain the property of their respective owners and is provided on "as is" basis without any warranties, express or implied. Use of third-party content does not indicate any affiliation, sponsorship with or endorsement by them. Any references to third-party content is to identify the corresponding services and shall be considered fair use under The CopyrightLaw.
