Shear strengths of sandstone fractures under true triaxial stresses

Piyanat, Kapang; Walsri, Chaowarin; Sriapai, Tanapol; Fuenkajorn, Kittitep

doi:10.1016/j.jsg.2012.12.007

Cited by 16 publications

(5 citation statements)

References 14 publications

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“…e data points except the joint inclination 60°are almost around the reference line. us, Figure 7 gives the fitting results of all the data and the data except the joint inclination 60°, and the relationship between σ 1cal and σ 1exp can be given by σ 1cal � 0.9247σ 1exp (R2 � 0.8738), σ 1cal � 0.9400σ 1exp (R2 � 0.9907), (11) where equation (11) refers to the fitting results using all data and all data except the joint inclination 60°, respectively. In addition, two similar relationships suggested in [10,28] are defined as follows:…”

Section: Examplementioning

confidence: 99%

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A Simple Three‐Dimensional Failure Criterion for Jointed Rock Masses under True Triaxial Compression

Gao

Zhang

Wang

2021

Advances in Civil Engineering

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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.

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Section: Examplementioning

confidence: 99%

“…In addition, true triaxial stress state (σ 1 > σ 2 > σ 3 ) is more universal with the increasing depth of engineering. e influence of σ 2 on the compressive strength of jointed rock masses has been investigated extensively in the experimental tests [9][10][11][12][13][14].…”

Section: Introductionmentioning

confidence: 99%

A Simple Three‐Dimensional Failure Criterion for Jointed Rock Masses under True Triaxial Compression

Gao

Zhang

Wang

2021

Advances in Civil Engineering

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“…The criterion agrees well with the shear test results of fractures in Weber sandstone. Results from true triaxial shear testing obtained by Kapang et al (2013) also suggest that the confining stress parallel to the strike of the fracture plane can also cause localized stress concentration and dilation of the asperities on the fracture wall, and hence weaken the rock asperities and reduce the peak shear strengths of the fracture. Different displacement velocities may impose different behavior to the shearing resistance of rock fractures.…”

Section: Introductionmentioning

confidence: 96%

Effects of Displacement Velocity on Rock Fracture Shear Strengths under Large Confinements

Kleepmek¹,

Hamrat²,

Fuenkajorn³

2016

ESR

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Triaxial shear tests are performed to assess the effects of displacement velocity and confining pressure on shear strengths and dilations of tension-induced fractures and smooth saw-cut surfaces prepared in granite, sandstone and marl specimens. A polyaxial load frame is used to apply confining pressures between 1 and 18 MPa with displacement velocities ranging from 1.15×10 -5 to 1.15×10 -2 mm/s. The results indicate that the shearing resistances of smooth saw-cut surfaces tend to be independent of the displacement velocity and confining pressure. Under each confinement the peak and residual shear strengths and dilation rates of rough fractures increase with displacement velocities. The sheared-off areas increase when the confining pressure increases, and the displacement rate decreases. The velocity-dependent shear strengths tend to act more under high confining pressures for the rough fractures in strong rock (granite) than for the smoother fractures in weaker rocks (sandstone and marl). An empirical criterion that explicitly incorporates the effects of shear velocity is proposed to describe the peak and residual shear strengths. The criterion fits well to the test results for the three tested rocks.

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“…Many previous works studied the shear failure of rock mass by laboratory or in situ direct shear tests [4][5][6]. Accurate determination of rock shear strength by laboratory direct shear test on small scaled specimens is the premise of comprehensive understanding of large scale in situ behaviors of rock mass, which has been studied by many scholars [7,8]. Laboratory direct shear tests are concentrated in two kinds of works: one kind is for rock joints [9][10][11], and the other kind is for rock bridge (i.e., nonpersistent joints in rock mass) [12][13][14].…”

Section: Introductionmentioning

confidence: 99%

Dynamic Shear Failure of Freeze-Thawed Tibet Hornfels Subjected to Multilevel Cyclic Shear (MLCS) Loads: Insights into Structural Dependent Failure Characteristics

Wang

Xia

2022

Lithosphere

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Shear instability behavior is typical failure mode of rock mass in civil and mining engineering. Many attempts have been performed for rock joints or nonpersistent rock bridge under static shear conditions, yet the shear failure of rock mass subjected to cyclic or fatigue shear conditions is not well understood. Multilevel cyclic shear (MLCS) loading experiments were carried out on freeze-thawed hornfels to reveal the fracture and energy evolution characteristics using a self-special designed rock dynamic shear testing apparatus. The effect of the preexisting natural fracture on rock shear strength, deformation, energy dissipation, and shear failure pattern were experimentally investigated. The testing results show that aperture of open-mode fractures increases quickly, and this kind of natural fracture contributed a lot to rock failure. The evolution of stress hysteresis loop and its pattern are impacted by natural fracture, and it determines the damage accumulation. In addition, a damage evolution model was proposed to describe the damage evolution defined by the dissipated energy; the model can well describe the two-stage damage propagation for each cyclic stage and the entire cyclic loading process. Good agreement was found among the irreversible strain, energy dissipation, and failure morphology that are influenced by the preexisting natural fractures. It is suggested that the rock dynamic shear failure behaviors are rock structural dependent; the disturbed stress alters the energy dissipation and release characteristics.

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Shear strengths of sandstone fractures under true triaxial stresses

Cited by 16 publications

References 14 publications

A Simple Three‐Dimensional Failure Criterion for Jointed Rock Masses under True Triaxial Compression

A Simple Three‐Dimensional Failure Criterion for Jointed Rock Masses under True Triaxial Compression

Effects of Displacement Velocity on Rock Fracture Shear Strengths under Large Confinements

Dynamic Shear Failure of Freeze-Thawed Tibet Hornfels Subjected to Multilevel Cyclic Shear (MLCS) Loads: Insights into Structural Dependent Failure Characteristics

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