Highlights
-
A dynamic constitutive model for rock materials suited to dynamic cyclic loading was established.
-
The numerical tests on a hard rock under true triaxial dynamic cyclic loading with different loading rates were conducted.
-
The dynamic deformation and mechanical properties of a hard rock were studied.
Abbreviations
- σ 1, σ 2, σ 3 :
-
Three principal stresses
- \(\dot{\varepsilon }\),\(\dot{\varepsilon }_{s}\) :
-
Strain rate and static strain rate, respectively
- s :
-
Similarity-center
- \(\alpha\) :
-
Geometric centre of the normal-yield surface
- \(\overline{I}_{1}\),\(\overline{J}_{2}\) :
-
First invariant of the current stress tensor and second invariant of the current deviatoric stress, respectively
- \(\overline{\sigma }\) :
-
Current stress considering the geometric centre of the sub-loading surface
- f :
-
Yield surface function
- R :
-
Similarity ratio
- \(c\),\(\phi\) :
-
Cohesion and internal friction angle of rock, respectively
- \(\phi_{0}\),\(\phi_{r}\) :
-
Initial and residual internal friction angles, respectively
- \(\kappa_{{\phi_{0} }}\),\(\kappa_{{\phi_{1} }}\) :
-
Thresholds at which the internal friction angle starts to change and reaches its residual value, respectively
- \(\kappa\) :
-
Internal variable
- \(d\varepsilon^{p}\) :
-
Is the increment of plastic strain
- \(c_{0}\),\(c_{r}\) :
-
Initial and residual cohesion
- \(\kappa_{{c_{0} }}\),\(\kappa_{{c_{1} }}\) :
-
Thresholds at which the cohesion starts to change and reach its residual value, respectively
- \(\kappa_{E}\) :
-
Threshold at which the Young’s modulus reaches its residual value under static strain conditions
- \(E_{s}\), \(E_{E}\) :
-
Initial and residual Young’s moduli under static strain conditions, respectively
- \(D^{el}\) :
-
Elastic matrix
- dt :
-
Time increment
- \(\chi\) :
-
Maximum value of the ratio of the size of the similarity-centre surface to that of the normal-yield surface
- \(g\left( {\sigma_{n + 1}^{k + 1} } \right)_{{\text{int}}}\), \(g\left( {\sigma_{n + 1}^{k + 1} } \right)_{ext}\) :
-
Internal force and external force of analysis object, respectively
- \(E_{n + }\), \(E_{n - }\) :
-
Loading deformation modulus and unloading deformation modulus of rock in the \(\sigma_{1}\) direction at the nth loading stress level, respectively
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Acknowledgements
The work reported in this paper is financially supported by the National Natural Science Foundation of China (No.51809258). The authors are thankful for its support.
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Appendices
Appendix
Numerical Implementation of the Dynamic Constitutive Model
Based on the idea of elastic prediction-plasticity correction, through self-programming Finite Element Method (FEM), the flow of the numerical implementation of the dynamic constitutive model is introduced in detail (as shown in Fig.
15).
1. Setting the initial internal variables:
where n is the time step is and k is iterative step. \(D^{el}\) is the elastic matrix.
2. Elastic prediction: the stress can be calculated as followed.
where \(d\varepsilon\) is the strain increment.
3. Yield judgments: if \(\left\| {\frac{{d\varepsilon_{n + 1}^{k + 1} }}{dt}} \right\| < \dot{\varepsilon }_{n + 1}^{k}\), then \(\dot{\varepsilon }_{n + 1}^{k + 1} = \dot{\varepsilon }_{n + 1}^{k}\); otherwise, \(\dot{\varepsilon }_{n + 1}^{k + 1} = \left\| {\frac{{d\varepsilon_{n + 1}^{k} }}{dt}} \right\|\)
then the stress is the calculated stress and go to (iii) in Step 4.; otherwise, the corresponding plasticity correction should be done. Where dt is the time increment.
4. Plasticity correction:
i. Solving the plasticity factor:
where \(\chi\) is the maximum value of the ratio of the size of the similarity-centre surface to that of the normal-yield surface. u and C are material parameters.
ii. Updating the internal variables
where a and r are material parameters. \(\left( {D^{el} } \right)_{0}\) is the initial elastic matrix.
iii. Solving similarity ratio R:
where \(\left( {} \right)_{m}\) represents the mean value, and \(\left( {} \right)^{\prime }\) represents the deviatoric stress.
Determining balance:
the process proceeds to the next step [Step (1)], until the end. Otherwise, jump to Step (2) to continue the iteration. Where \(g\left( {\sigma_{n + 1}^{k + 1} } \right)_{{\text{int}}}\), \(g\left( {\sigma_{n + 1}^{k + 1} } \right)_{ext}\) are the internal force and external force of analysis object, respectively, and \(ToL\) is a permissible minimum (set to 10–5).
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Zhou, Y., Sheng, Q., Li, N. et al. The Dynamic Mechanical Properties of a Hard Rock Under True Triaxial Damage-Controlled Dynamic Cyclic Loading with Different Loading Rates: A Case Study. Rock Mech Rock Eng 55, 2471–2492 (2022). https://doi.org/10.1007/s00603-021-02756-w
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DOI: https://doi.org/10.1007/s00603-021-02756-w