A Method for Accurate Measuring the Tensile Strength of Single Rock Grain Interface

Wu, Zhijun; Wang, Zhi-Yang; Wu, You; Wang, Xueyao; Liu, Quansheng; Li, Yingwei

doi:10.1007/s00603-022-03109-x

Cited by 8 publications

(2 citation statements)

References 63 publications

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“…Then, the plastic zone development process was analyzed when the shear strength of the ridge slope gradually decreased. The physical and mechanical parameters of the slope rock mass were determined according to [37] using empirical analogy, the rock mass quality scoring system, and the connectivity rate method with the judgment results of macroscopic geological conditions. Table 3 shows the physical and mechanical parameters of the ridge slope.…”

Section: Geometric Parameters Of Natural Ridge Slope Modelmentioning

confidence: 99%

“…Many test results showed that geotechnical materials followed unified intensity theory when the intermediate main stress coefficient (b) was 0.5 [37]. Based on the mechanical model and mathematical expression of the unified strength theory, a corresponding user interface subroutine UMAT (User-defined Material Mechanical Behavior) was written in Fortran language according to the basic elements of elastoplastic constitutive relation proposed in classical elastoplastic mechanics, which was connected to ABAQUS software.…”

Section: Stability Analysis Of Ridge Slopementioning

confidence: 99%

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Three-Dimensional Stability Analysis of Ridge Slope Using Strength Reduction Method Based on Unified Strength Criterion

Wang

Liu

et al. 2023

Applied Sciences

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Ridge slopes often occur in highway or railway engineering. The initial stress distribution of a ridge slope is important for the original slope and an excavation slope. In this paper, a wire-frame model of ridge slope was established. Numerical simulations on the 3D stability analysis were performed using the strength reduction method based on unified strength theory. The influences of ridgeline dip angle α, flank slope angle β, and slope height H on the deformation and failure mode of ridgeline slopes were analyzed. When α was small, cracking failure easily occurred at the front edge of the ridge slope and the area near the ridge line. When α was large, shear failure was prone to occur at the trailing edge of the ridge slope. Under the same reduction coefficient, the larger the flank slope angle β, the larger the slope displacement of the ridge. The plastic zone gradually concentrated near the ridge. When H was small, the displacement mainly occurred at the trailing edge of the slope, and the slopes were generally prone to cracking damage at the trailing edge. The front edge of the slope experienced a large displacement when the height of the ridge slope increased. The bottom of the flank slope was also displaced, and a plastic zone was observed at the foot of the slope. When the excavation slope ratio of the ridge slope was small, the plastic zone was mainly located on the side slope. When the excavation rate increased, the plastic zone appeared on the excavation slope surface, and its stability decreased significantly.

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Section: Geometric Parameters Of Natural Ridge Slope Modelmentioning

confidence: 99%

Section: Stability Analysis Of Ridge Slopementioning

confidence: 99%