Abstract
The joint configuration and the intermediate principal stress have a significant influence on the strength of rock masses in underground engineering. A simple three-dimensional failure criterion is developed in this study to predict the true triaxial strength of jointed rock masses. The proposed failure criterion in the deviatoric and meridian planes adopts the elliptic and hyperbolic forms to approximate the Willam–Warnke and Mohr–Coulomb failure criterion, respectively. The four parameters in the proposed failure criterion have close relationships with the cohesion and the internal friction angle and can be linked with the joint inclination angle using a cosine function. Two suits of true triaxial strength data are collected to validate the correctness of the proposed failure criterion. Compared with other failure criteria, the proposed failure criterion is more reasonable and acceptable to describe the strength of jointed rock masses.
Highlights
Rock mass strength is an extremely important parameter in predicting the stability of geoengineering such as rock slopes, dam foundation, and deeply buried tunnels [1]
True triaxial stress state (σ1 > σ2 > σ3) is more universal with the increasing depth of engineering. e influence of σ2 on the compressive strength of jointed rock masses has been investigated extensively in the experimental tests [9,10,11,12,13,14]. erefore, establishing a strength criterion considering both the joint and σ2 dependency is essential for better designing the layout and construction of underground engineering
Based on the true triaxial strength data, the authors in [17,18,19,20,21] have proposed the three-dimensional failure criteria which can describe the variation in the rock strength with increasing σ2 very well. ere are some popular true triaxial failure criteria [22,23,24]
Summary
Rock mass strength is an extremely important parameter in predicting the stability of geoengineering such as rock slopes, dam foundation, and deeply buried tunnels [1]. Based on the true triaxial strength data, the authors in [17,18,19,20,21] have proposed the three-dimensional failure criteria which can describe the variation in the rock strength with increasing σ2 very well. Ere are some popular true triaxial failure criteria [22,23,24] These failure criteria are applicable for intact rock and do not consider the joint effect. Enormous research studies [25,26,27] have extended the Hoek–Brown failure criterion into the three-dimensional form to predict rock mass strength. Based on the research in [7, 10, 30], the modified nonlinear criteria are presented to determine the strength of rock masses
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