Creep Damage Evolution of Marble From Acoustic Emission and the Damage Threshold

Liu, Xueying; Yu, Jin; Zhu, Yuefei; Yao, Wensheng; Lai, Yongming

doi:10.3389/feart.2020.00058

Cited by 10 publications

(5 citation statements)

References 36 publications

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“…Figure shows the residual strain and increment curves of groups S 50 W 50 , S 70 W 30 and S 85 W 15 after normalized cycle times, where the normalized cycle times refer to the ratio of the actual cycle times to the total cycle times. The residual strain value of the strong structure is notably smaller than that of the weak structure, and the weak structure generates residual strain in each cyclic loading stage, which is similar to the typical curve of the three-stage deformation of rock mass . The strong and weak structures share similar variation trends; that is, both of them are nonlinearly correlated with the number of cycles.…”

Section: Results Analysis and Discussionmentioning

confidence: 57%

“…The residual strain value of the strong structure is notably smaller than that of the weak structure, and the weak structure generates residual strain in each cyclic loading stage, which is similar to the typical curve of the three-stage deformation of rock mass. 37 The strong and weak structures share similar variation trends; that is, both of them are nonlinearly correlated with the number of cycles. The curves can be roughly divided into three stages based on the incremental variation of the residual strain of the weak structure: the decelerated deformation stage (0–0.3 times), the constant-velocity deformation stage (0.3–0.7 times), and the accelerated deformation stage (0.7–1.0 times).…”

Section: Results Analysis and Discussionmentioning

confidence: 97%

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Deformation and Failure Characteristics of Strong–Weak Coupling Structures with Different Height Ratios Under Cyclic Loading and Unloading

Chen,

Zhai,

et al. 2024

ACS Omega

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Strong−weak coupling outburst prevention technology can reduce the hazard of coal and gas outburst in mines based on hydraulic punching and grouting reinforcement. In this study, the mechanism of outburst hazards in the strong−weak coupling structure under mining disturbance was explored, and then cyclic loading and unloading experiments were performed on samples with different strong−weak height ratios (HRs) using the noncontact full-field strain testing (DIC) system and the acoustic emission (AE) system. The results show that the failure strength of the sample gradually increases with the increase in HR. The residual strain of the strong and weak structures undergoes three stages, i.e., the decelerated deformation, the constant-velocity deformation, and the accelerated deformation. Deformation mainly occurs in the weak structure and starts at the strong−weak interface. The AE signals present strong regional distribution characteristics and the Felicity effect, and the damage is concentrated near 70% of each stage in the cyclic loading process. As the HR rises, the weak structure transitions from brittle damage to ductile damage and from shear damage to tensile damage. In addition, due to the difference in Poisson effects of strong and weak structures, the strong structure transitions from a unidirectional stress state to a triaxial tensile−compressive stress state. When the HR increases to 85:15, the strong structure undergoes tensile damage.

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Section: Results Analysis and Discussionmentioning

confidence: 57%

Section: Results Analysis and Discussionmentioning

confidence: 97%

Deformation and Failure Characteristics of Strong–Weak Coupling Structures with Different Height Ratios Under Cyclic Loading and Unloading

Chen,

Zhai,

et al. 2024

ACS Omega

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“…On one hand, a number of experiments point out the so-called power-law acceleration of phenomena when approaching the sample lifetime t c . That is, quantities such as acoustic emission [5,[8][9][10][11] or the strain rate [4,[12][13][14] behave as scale-free power-law functions of t c − t. To explain by theoretical arguments and to make careful experimental observations of such features thus presents a challenge. One main reason why these findings are of interest is the lifetime prediction of materials from the laboratory to the appearance of a landslide, avalanche, or earthquake.…”

Section: Introductionmentioning

confidence: 99%

Scale-free features of temporal localization of deformation in late stages of creep failure

Mäkinen

Koivisto

Laurson

et al. 2020

Phys. Rev. Materials

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The last stage of material failure often shows a regime with power-law acceleration as the material lifetime is approached. We study this experimentally in tensile creep with paper samples using digital image correlation. The last, tertiary creep stage exhibits scale-free features in the sample response (strain rate) and its fluctuations. It is accompanied by an increasing localization of strain at the location of final failure. The main features are reproduced by a material model built on a viscoelastic fiber bundle model.

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“…Zhang and Fu [18] conducted a triaxial creep test on mudstone under different confining pressures and concluded that the attenuation creep stage increased with the increase in axial pressure and deviatoric stress with an exponential relationship between the steady-state creep and the deviatoric stress. According to the triaxial grade loading test on the mudstone in [19,20], under constant axial pressure, the transient deformation and creep deformation of the mudstone decreased with the increase in the confining pressure, and the large deformation in the initial stage of creep was obvious. During the loading of the confining pressure, the relationship between the transient strain and axial stress was approximately linear.…”

Section: Introductionmentioning

confidence: 99%

Creep Mechanics of the High‐Stress Soft Rock under Grade Unloading

Huang

Meng

Zhao

et al. 2020

Advances in Civil Engineering

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In order to study the creep behavior of deep soft rock, gritstone was chosen as the research subject, and a rock triaxial rheometer (Rock 600-50) and acoustic emission (AE) system (SH-II) were used to carry out the grade unloading confining pressure creep test under a high-stress level. The test results showed that the lateral creep behavior of the gritstone was more prominent than the axial creep under the initial high confining pressure. Under the same confining pressure, the creep strain rate (the direction the same as strain) of the gritstone decreases with the increase in axial pressure. As shown by the AE count, AE signals were generated throughout the entire test process, indicating that the creep was a “microdynamic” process. The creep behavior was characterized by a significant confining pressure effect. As the confining pressure was decreased, the degree of creep increases significantly. During the test, the AE energy increased on the whole but decreases during the creep phase. During the entire test process, the overall energy in the constant deviatoric stress grade unloading of the confining pressure was 45% higher than that in the constant axial pressure grade unloading. The degree of failure of the rock was different in these two unloading creep tests, and the constant axial pressure grade unloading of the confining pressure entails greater damage than the constant deviatoric stress grade unloading of the confining pressure. The main reason was that the former had a lower confining pressure level and longer creep process than the latter, and the sample was mainly characterized by creep damage and large cumulative damage, while the latter features mainly unloading damage. Through the inversion of the Burgers constitutive model and nonlinear damage constitutive model for the creep test curve, the nonlinear constitutive equation can better fit the accelerated creep stage, which suggested that this model can describe the accelerated creep characteristics of the high-stress soft rock.

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Creep Damage Evolution of Marble From Acoustic Emission and the Damage Threshold

Cited by 10 publications

References 36 publications

Deformation and Failure Characteristics of Strong–Weak Coupling Structures with Different Height Ratios Under Cyclic Loading and Unloading

Deformation and Failure Characteristics of Strong–Weak Coupling Structures with Different Height Ratios Under Cyclic Loading and Unloading

Scale-free features of temporal localization of deformation in late stages of creep failure

Creep Mechanics of the High‐Stress Soft Rock under Grade Unloading

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