Three-Dimensional Effect of Tensile Strength in the Standard Brazilian Test Considering Contact Length

Lin, Hang; Xiong, Wei; Yan, Qixiang

doi:10.1520/gtj20140268

Cited by 35 publications

(26 citation statements)

References 15 publications

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“…In order to verify the analytical results, the same analytical method was carried out with laboratory results of the representative rock types: Indiana limestone [26], Tennessee marble [7], and Hegang granite [7]. Table 3 presents the axial strains and the rock parameters (m, s) of di erent rock types corresponding to the peak strength and residual strength.…”

Section: Discussion Of Resultsmentioning

confidence: 99%

“…But the confining pressure on the post-peak mechanical behaviour of rock was not considered. Furthermore, the laboratory tests [4][5][6][7][8] show that the confining pressure greatly affected the post-peak mechanical behaviour of rock. Meng et al [9] proposed a new evaluation method based on the magnitude and velocity of the post-peak stress drop, which accurately accounts for the influence of the confining pressure on strain softening.…”

Section: Introductionmentioning

confidence: 99%

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Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Lin

Cao

Wang

2018

Advances in Civil Engineering

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In order to build the post-peak strain softening model of rock, the evolution laws of rock parameters (m, s) were obtained by using the evolutionary mode of piecewise linear function regarding the maximum principle stress. Based on the nonlinear Hoek-Brown criterion, the analytical relationship of the rock strength parameters (m, s), cohesion (c), and friction angle (φ) has been developed by theoretical derivation. According to the analysis on the four different types of rock, it is found that, within the range from 0 to σ 3min , the peak hardness of the rock becomes smaller as the confining pressure increases and the degree of rock fragmentation decreases as well. e post-peak stress-strain curves obtained from the developed softening model are in good agreement with the laboratory test results under different confining pressures. In conclusion, the analytical method is reasonable, and it can predict the post-peak mechanical behaviour of rock well, which provides a new thought for the rocksoftening simulation.

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Section: Discussion Of Resultsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Lin

Cao

Wang

2018

Advances in Civil Engineering

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“…The microparameters include crack number, crack length, crack area, and crack volume, etc. And elasticity modulus, yield stress, tensile strength, and density are some of the macroparameters [33][34][35]. Lemaitre [36], for example, pointed out based on effective stress that for isotropic distribution of microcracks the damage to material was shown in the reduction in elasticity modulus.…”

Section: Determination Of Damage Thresholdmentioning

confidence: 99%

Blast Induced Crack Propagation and Damage Accumulation in Rock Mass Containing Initial Damage

Wang

Zhao

et al. 2018

Shock and Vibration

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Blast induced rock mass damage and crack propagation play important roles in structure safety and stability in mining, quarrying, and civil constructions. This paper focuses on the effect of small blasthole diameter blast on crack propagation and damage accumulation in water-bearing rock mass containing initial damage composed of inherent geological discontinuities and previous multiblast induced damage. To elucidate this effect, theoretical analysis of calculation method for several important blast influencing factors is firstly presented. Secondly, definition of a practical damage variable using ratio of longitudinal wave velocity in rock mass before blast occurrence to that after blast occurrence and derivation of a damage accumulation calculation equation accounting for initial damage and blasting effect are described. Lastly, a detailed description of the conducted in situ blast tests and plan layout of the sonic wave monitoring holes is reported. The results indicate that blast activates and then extends the initial cracks in rock mass, leading to accumulation of rock mass damage. The rock mass damage accumulation can be conveniently quantified using the proposed damage variable. When the damage variable reaches its threshold of 0.19, occurrence of damage in the surrounding rock mass is indicated. It is also found that the blast induced rock mass damage extent and the blast induced vibration velocities decrease nonlinearly with increasing the distance between blast source and monitoring position.

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“…In the past decade, the discrete element method has been the most common numerical calculation method used to analyze rock failure and widely applied in research on cracking and failure in brittle rock-like materials. Furthermore, results of numerical simulation and laboratory and eld experiments have shown good correlation [20][21][22][23]. In this paper, the numerical analysis was performed on direct shear tests, in which di erent bond strength ratios under di erent normal stress were used.…”

Section: Introductionmentioning

confidence: 99%

Numerical Analysis for the Progressive Failure of Binary-Medium Interface under Shearing

Cao

Tang

Lin

et al. 2018

Advances in Civil Engineering

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Binary-medium specimens were fabricated using the particle flow code, and the shear strength, dilatancy, and failure behavior of the binary-medium specimens with different bond strength ratios (0.25, 0.5, 0.75, and 1.0) under different normal stresses were studied. Numerical results show that the bond strength ratio and normal stresses considerably influence the shear strengths of binary-medium interface. Shear strength increases as the bond strength ratio and normal stress increase. e dilation of interfaces with high bond strength ratios is more evident than those of interfaces with lower bond strength ratios, and the curves for the high bond strength ratio exhibit remarkable fluctuations during the residual stage. At increased normal stress and bond strength ratio, the peak dilation angle shows decreasing and increasing trends successively. In this study, the specimens exhibited three kinds of failure modes. In mode II, the sawtooth experienced shear failure, but some tensile cracks appeared on the interface of the binarymedium. In mode III, no sawtooth was cut off, indicating tensile failure on the interface. At a low bond strength ratio, damage or failure is mostly concentrated in the upper part of the model. Failure parts gradually transfer to the lower part of the model when the bond strength ratio and normal stress increase. Furthermore, evident tensile cracks occur on the interface. When the bond strength ratio reaches 1.0, the failure mode of the specimen gradually transforms from sheared-off failure to chip-off failure. e number of microcracks in the specimens indicates that the lower the bond strength ratio, the more severe the damage on the specimens.

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Three-Dimensional Effect of Tensile Strength in the Standard Brazilian Test Considering Contact Length

Cited by 35 publications

References 15 publications

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Study of Post‐Peak Strain Softening Mechanical Behaviour of Rock Material Based on Hoek–Brown Criterion

Blast Induced Crack Propagation and Damage Accumulation in Rock Mass Containing Initial Damage

Numerical Analysis for the Progressive Failure of Binary-Medium Interface under Shearing

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