A unified strain-hardening and strain-softening elastoplastic constitutive model for intact rocks

Xiao, Yingming; Qiao, Yafei; He, Manchao; Li, Hongru; Cheng, Tai Hong; Tang, Jie

doi:10.1016/j.compgeo.2022.104772

Cited by 25 publications

(11 citation statements)

References 36 publications

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“…The intercept of the extension line in stage AB on the strain axis is ε 0 . With the continuous expansion and interaction of new cracks, the overall collapse of rock samples occurs in the failure stage ( CD ) 61 …”

Section: Constitutive Modelingmentioning

confidence: 99%

“…With the continuous expansion and interaction of new cracks, the overall collapse of rock samples occurs in the failure stage (CD). 61 Three special points (compaction point A, yield point B, and peak point C) play a key role in the identification of the four stages. The peak point C is easy to be determined due to its uniqueness, but there is no universally accepted method to determine the compaction point A and yield point B.…”

Section: Deformation Behavior Of Rocks Under Uniaxial Compressionmentioning

confidence: 99%

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A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

Xie

Han

Zhou

2023

Fatigue Fract Eng Mat Struct

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A better understanding of the constitutive model and damage evolution law is the premise to ensure their feasibility and practicability in rock engineering projects. In this paper, a damage constitutive relationship, which can reflect the initial damage recovery, is established based on the generalized equivalent strain principle and the initial tangent modulus. A Weibull distribution-based model is also established to represent the deformation after the compaction point. A piecewise expression of the complete stress-strain curve of rocks under uniaxial compression is thereby obtained by the combination of the above two constitutive models. Finally, the effectiveness of the piecewise constitutive relationship is verified using uniaxial compression test data of different types of rocks. The results show that the theoretical curves are in good agreement with the experimental curves. Parameters of the proposed relationship are relatively to be derived, making it convenient for engineering applications.

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Section: Constitutive Modelingmentioning

confidence: 99%

Section: Deformation Behavior Of Rocks Under Uniaxial Compressionmentioning

confidence: 99%

A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

Xie

Han

Zhou

2023

Fatigue Fract Eng Mat Struct

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“…The rock bridge is connected by a wing crack and an anti-wing crack Shear cracks connect directly through the rock bridge mechanical properties and failure laws of the coplanar doublefissured sandstone samples. The fracture behavior of the coplanar double-fissured rock sample was analyzed after the force was simplified (Xiao et al, 2022). As shown in Figure 11, the external force analysis diagram of the fissure sample indicates that the upper and lower ends of the rock sample are subject to a uniformly distributed load σ.…”

Section: Image Of Coalescence Crack Characterizationmentioning

confidence: 99%

Influence of coplanar double fissures on failure characteristics of sandstone and fracture mechanics analysis

2023

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The influence of fissure angles and bridge lengths on rock mechanical properties and failure was analyzed using the uniaxial compression test and the Digital Image Correlation (DIC) technique. The research findings are as follows: 1) Peak stress and elastic modulus of the samples exhibited an obvious change trend with the change in fissure angle. The fissure angle has a more significant effect on a rock’s mechanical properties than the length of the rock bridge. 2) With an increase in the fissure angle, the number of surface cracks, main failure cracks and surface spalling decreased, whereas the area of the falling blocks significantly increased. However, with an increase in bridge length, the characteristics of crack propagation and spalling are essentially the same. During crack propagation, the connection of the rock bridge is related to its fissure angle and length. 3) At a low fissure angle, the failure mode of rock samples is dominated by tensile-failure cracks; with an increase in fissure angle, the tension-damage to shear-damage crack transformation will form a mixed tensile-shear damage mode; at the same time, with an increase in bridge length, the rock bridge becomes more difficult to connect, and the local crack expansion failure changes from tensile-shear cracks to tensile cracks. 4) Stress on the coplanar double-fissured rock sample was simplified and analyzed to explain the behavior of fractures on the sample. These research results have an important guiding value for engineering optimal designs.

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“…[22][23][24] The strain-hardening stage is ignored due to its relatively small proportion. To fully consider the above nonlinear characteristics, a unified strain-hardening and strain-softening (UHS) model was proposed by Xiao et al 25 Moreover, the UHS model can reproduce the transformation of brittle to ductile as the confining pressure increases.…”

Section: Introductionmentioning

confidence: 99%

“…The method has been widely used in tunnel excavation analysis considering elastic‐plastic, elastic‐brittle, or strain‐softening characteristics. However, when considering the strain‐hardening characteristics, stress vibration occurs in the strain‐hardening zone (HZ) 37 . Thus, a new iterative calculation method that ensures that the stress state of each node is on the accurate yield surface was proposed to solve this problem 37 .…”

Section: Introductionmentioning

confidence: 99%

Effect of rock nonlinear mechanical behavior on plastic zone around deeply buried tunnel: An efficient semi‐analytical solution

Xiao,

Qiao,

et al. 2023

Num Anal Meth Geomechanics

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Adopting the novel proposed unified strain‐hardening and strain‐softening (UHS) model and finite difference method, an efficient semi‐analytical solution is proposed to study the influence of the nonlinear behavior of rock on ground reaction. The proposed solution eliminates stress vibrations of the classical method that occurred in the strain‐hardening zone, because it judges the elastic or plastic state of the calculation nodes before calculating the ground reaction; compared with the iterative solution, the proposed solution avoids iteratively solving for the plastic internal variables at each calculated node, resulting in that its computational efficiency is improved by more than 10 times. The proposed solution was verified by comparing it with the iterative solution, and numerical solution. Moreover, the effects of initial yield strength, peak strength, residual strength, and supporting pressure on ground reaction after tunnel excavation are studied. The results show that increasing the initial yield strength and residual strength will obviously decrease the plastic zone (PZ) and sub‐zones. The peak strength of rock has limited influence on the radius of PZ, which mainly adjusts the ratio of each sub‐zone in PZ. In addition, increasing the support pressure is an effective means to control the radius of PZ and sub‐zones in deep buried tunnels.

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A unified strain-hardening and strain-softening elastoplastic constitutive model for intact rocks

Cited by 25 publications

References 36 publications

A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

A semiempirical constitutive relationship for rocks under uniaxial compression considering the initial damage recovery

Influence of coplanar double fissures on failure characteristics of sandstone and fracture mechanics analysis

Effect of rock nonlinear mechanical behavior on plastic zone around deeply buried tunnel: An efficient semi‐analytical solution

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