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

  • Sheng-Qi Yang
  • Wen-Ling Tian
  • Hong-Wen Jing
  • Yan-Hua Huang
  • Xu-Xu Yang
  • Bo Meng
Original Paper
  • 87 Downloads

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.

Keywords

Mudstone Multi-stage triaxial compression Strength reduction PFC2D Damage evolution 

List of Symbols

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

Acrack

Micro-crack area

Atotal

Total area

Ec

Young’s modulus of the particle

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

Young’s modulus of the parallel bond

kn/ks

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

σ3

Confining pressure

σd

Axial deviatoric stress

σ1

Maximum principal stress

λ

Ratio of the difference between σdP and σdU

σdP

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

σdU

The deviatoric stress unloading at the point

ε1

Axial strain

ε3

Radial strain

σ1P

Maximum supporting capacity

Φ

Internal friction angle

\({D_\lambda }\)

Damage variable

µ

Particle friction coefficient

σn

Parallel-bond normal strength

τn

Parallel-bond shear strength

Notes

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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Copyright information

© Springer-Verlag GmbH Austria, part of Springer Nature 2018

Authors and Affiliations

  1. 1.State Key Laboratory for Geomechanics and Deep Underground Engineering, School of Mechanics and Civil EngineeringChina University of Mining and TechnologyXuzhouChina
  2. 2.Shandong Provincial Key Laboratory of Civil Engineering Disaster Prevention and MitigationShandong University of Science and TechnologyQingdaoChina

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