Abstract
Foliated rocks are often encountered in underground engineering, and the spatial orientation relationship between its foliation and in situ stress controls the stability of the surrounding rock. This is closely related to the anisotropy of the mechanical properties of foliated rocks. The anisotropic mechanical properties of thin foliated rock under the influences of foliation and stress can be obtained by laboratory testing; however, there have been few experimental studies on foliated rocks under true triaxial compression at present. Foliated rocks are in a three-dimensional unequal stress state in deep excavation engineering; thus, to evaluate the stability of surrounding rock and scientifically guide the support design, a systematic true triaxial test considering the loading orientations (β, ω) of schistosity for a foliated gneiss was conducted. The results show that the strength and failure of the gneiss are greatly affected by inherent structure and stress conditions. More specifically, the larger the ω and σ2, the greater is the strength, and the failure mode tends to be controlled by the differential stress. Finally, a new empirical true triaxial anisotropic failure criterion was proposed according to the variations of strength with loading angle and stress conditions. This criterion can reflect the tendency and sensitivity of the change in the strength to σ2 at different ω and β, and can satisfy the need to model degradation from the true triaxial stress state to the conventional triaxial stress state. This criterion provides a new approach to characterize the strength of anisotropic rocks and improve the design of engineering works in practice.
Highlights
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The strength and failure of the foliated gneiss are affected by the loading angle of schistosity structure and differential stress.
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When the differential stress is larger, the larger the angles ω and β, the more does the failure mode tend to be controlled by stress induction.
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The strength of the foliated gneiss has a strengthening effect on ω, and the larger the β, the weaker is the strengthening effect of ω.
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A new empirical true triaxial anisotropic failure criterion is proposed according to the variations of strength with ω, β, and stress conditions.
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Data availability
The data that support the findings of this study are available from the corresponding author.
Abbreviations
- σ 1, σ 2, σ 3 :
-
Maximum, intermediate, and minimum principal stresses, respectively
- β , ω :
-
Loading angle between schistosity and σ1 and σ2, respectively
- σ θ, σ R, σ z :
-
Tangential stress, radial stress and axial stress after tunnel excavation, respectively
- b :
-
A parameter describing the stress state
- φ b :
-
Friction angle with different b
- c 0, φ0 :
-
Cohesion and friction angle at b = 0, respectively
- s, t :
-
Two material constants in the 3DHRFC criterion
- c β ,ω,b :
-
Cohesion with different β, ω and b
- c90 :
-
Cohesion at β = 90°
- β min :
-
Angle corresponding to the lowest strength under conventional triaxial compression
- β max :
-
Angle corresponding to the most affected by ω under true triaxial compression
- A , n :
-
Two parameters affect the degree of anisotropy of strength and the shape of U-shaped curve under conventional triaxial compression, respectively
- D , m :
-
Two parameters affect the degree of influence of ω and b on the strength under true triaxial compression, respectively
- σ1 pred , σ1 Exp :
-
Predicted strength and experimental strength, respectively
- \(\bar{\delta }\) :
-
Average relative error
- σ n :
-
Normal stress on the schistosity plane
- γ :
-
Included angle between the tunnel axis and stratum
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Acknowledgements
This study was financially supported by The Chinese Natural Science Foundation under Grant No. 52079027, Liao Ning Revitalization Talents Program under Grant No. XLYCYSZX1902, and 111 Project under Grant No. B17009. The authors also thank Messrs Rui Kong, Liang-Jie Gu, Xi-Fan Li, Qiang Wang at Northeastern University, China, for their assistance in specimen preparation and testing.
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Liu, X., Feng, XT. & Zhou, Y. Influences of Schistosity Structure and Differential Stress on Failure and Strength Behaviors of an Anisotropic Foliated Rock Under True Triaxial Compression. Rock Mech Rock Eng 56, 1273–1287 (2023). https://doi.org/10.1007/s00603-022-03133-x
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DOI: https://doi.org/10.1007/s00603-022-03133-x