Abstract
To obtain a comprehensive understanding of crack initiation and progressive failure of rock, triaxial compression testing was performed on sandstone collected from Yingjinshan area in the Qinghai-Tibet Plateau, and the spatiotemporal evolution of microcracks was analyzed using acoustic emission (AE) monitoring. Identification methods of crack initiation and crack damage stresses were compared. The local stress acting on microcracks in the rock was determined using the micromechanical homogenization method, and a crack initiation stress prediction method considering the interaction between microcracks was proposed. The results show that the peak of AE count and AE energy lags behind the peak stress under high confining pressure. When the peak stress is approached, there is a sudden increase in the number of AE locating points. The initiation and propagation of numerous new cracks after the peak cause violent AE activity. The accuracy of crack initiation stress of sandstone identified using strain-based method is higher than that identified using AE energy rate method. The relationship between crack initiation stress and confining pressure is linear for sandstone. The crack initiation stress level increases as friction coefficient increases, and presents a U-shaped symmetrical distribution with the crack azimuth angle. The most vulnerable crack set decreases with increase in friction coefficient. With increase in crack length, crack initiation stress level, and ratio of compressive-tensile strength, the most vulnerable crack set gradually increases. These research results provide a meaningful reference for identification of crack characteristic stress, prediction of damage deterioration range and stability evaluation of tunnel surrounding rock.
Highlights
-
An improved prediction model for rock crack initiation stress is established, which overcomes the limitation of previous models that lack consideration of the interaction between microcracks.
-
The crack initiation stress level presents a U-shaped symmetrical distribution with the crack azimuth angle.
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The most vulnerable crack set decreases with increase in friction coefficient, but it increases nonlinearly with increase in crack length, crack initiation stress level, and ratio of compressive-tensile strength.
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Abbreviations
- a :
-
Semi-length of crack (mm)
- E :
-
Elastic modulus (MPa)
- D :
-
Diameter (mm)
- H :
-
Height (mm)
- c :
-
Cohesion (MPa)
- f :
-
Friction coefficient of crack face
- K I :
-
Mode I stress intensity factor (MPa m0.5)
- K II :
-
Mode II stress intensity factor (MPa m0.5)
- K II C :
-
Fracture toughness (MPa m0.5)
- d :
-
Semi-opening of crack (mm)
- C 0 :
-
Elastic tensor of rock matrix material (MPa)
- C c :
-
Elastic tensor of microcrack phase material (MPa)
- Chom :
-
Equivalent elastic tensor of heterogeneous matrix inclusion material (MPa)
- A c :
-
Strain concentration tensor
- K 0 :
-
Bulk modulus of rock matrix (MPa)
- G 0 :
-
Shear modulus of rock matrix (MPa)
- S :
-
Spherical matrix Eshelby tensor
- B c :
-
Local stress field concentration factor
- σ 3 :
-
Confining pressure (MPa)
- σ c :
-
Peak stress (MPa)
- σ ci :
-
Crack initiation stress (MPa)
- σ cd :
-
Crack damage stress (MPa)
- σ cu :
-
Uniaxial compressive strength (MPa)
- σ t :
-
Uniaxial tensile strength (MPa)
- θ :
-
Crack initiation angle (°)
- α :
-
Crack azimuth angle (°)
- ψ :
-
Most vulnerable crack set (°)
- α m :
-
Crack preponderant azimuth angle (°)
- ω :
-
Crack aspect ratio
- ρ :
-
Crack density parameter
- σ l :
-
Local stress acting on the spherical matrix (MPa)
- σ :
-
Far-field stress (MPa)
- ε 0 pt :
-
Strain difference between the spherical matrix and the M–T equivalent medium
- ε * :
-
Intrinsic strain
- σ pt :
-
Stress difference between spherical matrix and M–T equivalent medium (MPa)
- σ li :
-
Local principal stress (MPa)
- σ i :
-
Far-field principal stress (MPa)
- σ l1 :
-
Local axial stress (MPa)
- σ l3 :
-
Local lateral stress (MPa)
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Acknowledgements
Financial supports from the National Natural Science Foundation of China under Grant No. 52125402, the Natural Science Foundation of Sichuan Province, China under Grant No. 2022NSFSC0005, and the Research Project of China Railway Eryuan Engineering Group Company, Ltd. under Grant No. 19H0537 are gratefully acknowledged.
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Wang, X., Xie, H., Zhang, R. et al. Progressive Failure Characterization of Sandstone from Yingjinshan Area in Qinghai-Tibet Plateau. Rock Mech Rock Eng 55, 6723–6740 (2022). https://doi.org/10.1007/s00603-022-02999-1
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DOI: https://doi.org/10.1007/s00603-022-02999-1