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Deformation and Damage Failure Behavior of Mudstone Specimens Under Single-Stage and Multi-stage Triaxial Compression

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Abstract

In tunnel engineering, due to the effect of excavation disturbance, the surrounding rock mass can produce an excavation damage zone with different damage extents. Therefore, knowledge of rock deformation and damage behavior is especially significant for the design of deep tunnel support. However to date, a few experiments and numerical simulations have been conducted to investigate the deformation and mechanical failure behavior of damaged rocks. Therefore, in this research, multi-stage triaxial compression test was used to investigate the mechanical behavior of mudstone specimens with different damage extents by experiment and two-dimensional particle flow code. First, a group of micro-parameters was calibrated by single-stage triaxial compression experiments of mudstone, and the numerical results agree very well with the experimental results. Then, multi-stage triaxial compression experiment and discrete element modeling of mudstone specimens were carried out. The more axial strain the specimens sustained, the less strength they had (because the degree of damage increased). A damage variable was defined by the ratio of the area of micro-cracks to the total area of the specimen. As the post-stress reducing ratio increases, the damage variable increases rapidly until the post-stress reducing ratio reaches 0.4; then, it remains constant. The force field were analyzed to reveal the damage evolution mechanism in the mudstone specimens under multi-stage triaxial compression.

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Abbreviations

EDZ:

Excavation damage zone

SEM:

Scanning electronic microscopy

UCS:

Uniaxial compressive strength

AE:

Acoustic emission

CT:

Computer tomography

PFC:

Particle flow code

XRD:

X-ray diffraction

D :

Diameter

L :

Length

C :

Cohesion

A crack :

Micro-crack area

A total :

Total area

E c :

Young’s modulus of the particle

\({\bar {E}_{\text{c}}}\) :

Young’s modulus of the parallel bond

k n/k s :

Ratio of normal-to-shear stiffness of the particle

\({\bar {k}_{\text{n}}}{\text{/}}{\bar {k}_{\text{s}}}\) :

Ratio of normal-to-shear stiffness of the parallel bond

σ 3 :

Confining pressure

σ d :

Axial deviatoric stress

σ 1 :

Maximum principal stress

λ :

Ratio of the difference between σdP and σdU

σ dP :

The peak strength obtained by the axial deviatoric stress–strain curves

σ dU :

The deviatoric stress unloading at the point

ε 1 :

Axial strain

ε 3 :

Radial strain

σ 1P :

Maximum supporting capacity

Φ :

Internal friction angle

\({D_\lambda }\) :

Damage variable

µ :

Particle friction coefficient

σ n :

Parallel-bond normal strength

τ n :

Parallel-bond shear strength

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Acknowledgements

This research was supported by the National Natural Science Foundation of China (51734009) and the Fundamental Research Funds for the Central Universities (2015XKZD05). We also would like to express our sincere gratitude to the editor and three anonymous reviewers for their valuable comments, which have greatly improved this paper.

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Authors and Affiliations

  1. State Key Laboratory for Geomechanics and Deep Underground Engineering, School of Mechanics and Civil Engineering, China University of Mining and Technology, Xuzhou, 221116, China

    Sheng-Qi Yang, Wen-Ling Tian, Hong-Wen Jing, Yan-Hua Huang & Bo Meng

  2. Shandong Provincial Key Laboratory of Civil Engineering Disaster Prevention and Mitigation, Shandong University of Science and Technology, Qingdao, 266590, China

    Xu-Xu Yang

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  1. Sheng-Qi Yang
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  2. Wen-Ling Tian
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Correspondence to Sheng-Qi Yang.

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Yang, SQ., Tian, WL., Jing, HW. et al. Deformation and Damage Failure Behavior of Mudstone Specimens Under Single-Stage and Multi-stage Triaxial Compression. Rock Mech Rock Eng 52, 673–689 (2019). https://doi.org/10.1007/s00603-018-1622-y

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