A Stochastic Bulk Damage Model Based on Mohr-Coulomb Failure Criterion for Dynamic Rock Fracture

Bahmani, Bahador; Abedi, Reza; Clarke, Philip L.

doi:10.3390/app9050830

Cited by 20 publications

(12 citation statements)

References 71 publications

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“…The damage zone for the non-local model is broader (4-5 elements wide) but much less mesh-influenced than seen in the local model, as expected. The associated force-displacement curves are illustrated in Figure 22 and compared with the results for previous studies [33,57]. The two curves for the local and non-local models with a shear fracture energy of = 10 / 2 have a roughly similarly breaking point to those observed by Regueiro and Borja [57] and Fei and Choo [34].…”

Section: Comparative Studymentioning

confidence: 61%

“…A range of methods and models have been proposed for modelling brittle and ductile crack opening problems: continuum-based models such as the finite element method (FEM) [2], the extended finite element method (XFEM) [2,4], the phase field method [5][6][7][8][9][10][11][12][13][14][15][16][17][18][19][20], damage models [21][22][23][24][25], the numerical manifold method [26] and the material point erosion method [27]. Closed crack problems for modelling brittle materials in compression range from the finite-discrete element method (FDEM) [28] to damage models [29][30][31][32][33], phase field models [34][35][36][37][38] as well as particle-based models [39][40][41][42] and plasticity models [37]. The main advantage of phase field and damage models is that no complex interface tracking is necessary to determine the crack path.…”

Section: Introductionmentioning

confidence: 99%

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A damage model for the frictional shear failure of brittle materials in compression

Gill¹

2021

Preprint

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Damage models have been successfully employed for many decades in the modelling of tensile failure, where the crack surfaces separate as a crack grows. The advantage of this approach is that crack trajectories can be computed simply and efficiently on a fixed finite element mesh without explicit tracking. The development of damage models for shear failure in compression, where the crack faces slide over each other subject to friction, is a non-trivial extension of this approach. A major difference is that part of the material stiffness in the damaged region must be retained to avoid interpenetration of the crack faces. This problem is resolved here by employing an anisotropic modification to the elastic stiffness tensor in the damaged region. This has the benefit of driving frictional cracks into the correct orientation, according to the Mohr-Coulomb failure criteria, but three issues remain. The first is that the shear discontinuity introduces some spurious stress perturbations around crack regions that are narrow (less than 3-4 elements wide). This is ameliorated by Helmholtz smoothing to allow efficient simulation on a coarse mesh. The second is that the complementarity of shear stress means that the shear stiffness is removed normal to the crack interface as well as parallel to it, and the third is that there are two potentially active failure planes at each point. Both these latter two issues are resolved by the introduction of a novel failure plane selection variable, which regulates either single plane or dual plane failure, and prevents the growth of erroneous cracks normal to the crack face. Both local and non-local models are investigated for linear and exponential strain softening responses. Unlike the non-local model, the local model demonstrates some mesh-size dependence, but it still retains some properties of interest, in that it supports narrower cracks and more rapidly forms a preference for the growth of a single crack when there are a number of competing cracks. The model is implemented in commercial finite element package COMSOL Multiphysics v5.5 and validated against two benchmark simulations: biaxial compression and the failure of a 45 o slope. The correct crack angles, stipulated by the Mohr-Coulomb friction angle, are correctly reproduced, as is the postfailure residual frictional force in biaxial compression. The effect of the shear fracture energy on the force-displacement response is investigated, demonstrating the successful simulation of the range of material behaviour expected in geological samples, from broad ranged gradual collapse to sharp, almost instantaneous failure.PREPRINT: A damage model for the frictional shear failure of brittle materials in compression PREPRINT: A damage model for the frictional shear failure of brittle materials in compression they "…are computationally efficient and thus suitable for large-scale engineering simulations, phase field methods are quite demanding and therefore currently limited to small-scale problems." [47]. As such, it is an objective of ...

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Section: Comparative Studymentioning

confidence: 61%

Section: Introductionmentioning

confidence: 99%

A damage model for the frictional shear failure of brittle materials in compression

Gill¹

2021

Preprint

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“…In the state of high water content, the end effect is obvious, the rock sample is deformed greatly, the stress state is complex, the shear action is strong, and the rock mass is severely damaged. After the failure, the x-shaped shear form with complex morphology is produced [17,18]. Uniaxial compression failure modes of rock samples under different water-bearing conditions are shear, and obvious shear cracks appear after failure.…”

Section: Water Injection and Softening Regulationmentioning

confidence: 99%

Analysis on the Difference of Energy Evolution in the Process of Energy Storage Failure of Strong Coal Rush Rock Samples under Different Adaptive Modification Regulation Measures

Zhang

2022

Shock and Vibration

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Current energy to “release” after accumulating + first for the mechanism of rock bursts occurred in analysis of the strategy is accepted by many scholars, based on the existing means of prevention and control of percussive ground pressure, from the angle of the prevention and control of design of the mechanism of impact ground pressure energy regulation, namely, “weakened after the first release +” softened water injection measures and “lead after the first release +” drilling pressure relief measures, for the study of mining under the action of a strong shock tendentiousness rock energy regulatory mechanism; based on rock mechanics experiment, the analysis under different modification measures should be variant energy storage mechanisms of induced damage evolution of rock energy. The mechanism of energy evolution in the modification of strong bursting liability roof rock is revealed. The results show that different modification regulation measures can effectively change the physical and mechanical parameters of target rock samples and realize “hard rock softening or soft rock hardening.” Samples under different modification measures are classified as initial consolidation stage, elastic stage, stage of plastic deformation, yield failure stage, and late stage, the energy evolution is roughly the same as the sample complete natural condition, but the yield failure stage and the destruction of late stage have an obvious difference, which provides favorable conditions for impact ground pressure to prevent. With the help of three characteristic energy indexes of total strain, elastic strain energy, and dissipative strain energy of rock samples, the evolution law of energy indexes under different modification control measures is analyzed. The index of elastic energy consumption ratio is introduced as a precursor feature of rock instability and failure, which indicates the rock impact tendency to a certain extent. The energy regulation mechanisms of “first release+then weakening” water injection softening measures and “first release+then guidance” drilling pressure relief measures are explained theoretically, respectively. However, we should focus on the defects of the corresponding control measures and finally try to make a reasonable combination of different modification measures. Finally, the gradient pressure relief scheme should be considered in order to avoid large stress drop caused by large-scale pressure relief in the region and aggravate the instability of rock mass. The instability of rock mass is further aggravated.

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“…With reference to the actual exploration engineering data (Wu and Wang, 2011) and combined with the specification requirements, the physical and mechanical parameters of the surrounding rock (marble) and fault and the concrete parameters (C30) of the lining are given in Tables 1 and 2. The CDP (concrete damaged plasticity model) (Lubliner et al, 1989;George et al, 2017) is used for the lining, the elastic-plastic material is used for the surrounding rock and fracture zone (Wang et al, 2022), and the damage criterion used is Mohr-Coulomb's law (Bahmani et al, 2019). Frontiers in Materials frontiersin.org…”

Section: Model Building and Parameter Selectionmentioning

confidence: 99%

Influence of fault forms on the evolution of concrete damage patterns in tunnels

Chen

Wu²,

Zhang³

et al. 2022

Front. Mater.

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Quickly and accurately estimating the seismic weak surface of a fault tunnel is one of the most severe challenges in tunnel seismic design. Therefore, the strong nonlinear response of the Jinping II Hydropower Station under the dislocations of positive, reverse, and slip faults was investigated through the finite element method using a static elastoplastic model. The results reveal the damage and failure mechanism of tunnels under different faults. By using the IDA damage rating index, the damage initiation, evolution, and development process of tunnels under different types of faults are analyzed. The results showed that the affected area of fault dislocation is concentrated and intense, which is mainly distributed along the two sides of the fault surface. The damage of the positive and reverse faults to the tunnel extends from the arch waist to the vault and the invert of the arch, while the influence of the slip fault on the tunnel is the greatest at the vault and invert of the arch and then extends to the arch waist. In terms of the impact range, the reverse fault is the biggest, followed by the slip fault, while the positive fault is the lowest. This study contributes to the design and construction of tunnels through the faults.

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A Stochastic Bulk Damage Model Based on Mohr-Coulomb Failure Criterion for Dynamic Rock Fracture

Cited by 20 publications

References 71 publications

A damage model for the frictional shear failure of brittle materials in compression

A damage model for the frictional shear failure of brittle materials in compression

Analysis on the Difference of Energy Evolution in the Process of Energy Storage Failure of Strong Coal Rush Rock Samples under Different Adaptive Modification Regulation Measures

Influence of fault forms on the evolution of concrete damage patterns in tunnels

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