Experimental Rock Mechanics

Mogi, Kiyoo

doi:10.1201/9780203964446

Cited by 246 publications

(192 citation statements)

References 9 publications

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“…It was pointed by Paterson and Wong [19] that there is no single mechanism of brittle-ductile transition acceptable for all conditions, and there can be expected a variety in the character of this phenomenon corresponding to the variety of deformation mechanisms in the ductile field. The same conclusion was drawn by Mogi [16], who introduced two types of rock A and B depended on permanent deformation corresponding to the fracture stress. Based on experiments results performed on silicate rocks Mogi [15] proposed a linear criterion for brittle-ductile transition expressed by the equation …”

Section: Stress Drop On Intact Rock Samplessupporting

confidence: 53%

“…Researches mostly concentrated on the laboratory investigations of rocks behavior (Kwaśniewski [12], Gustkiewicz [9], Paterson and Wong [19], Mogi [16]) has shown that depending on the state of stress, rate of loading conditions, humidity and temperature, rocks can display features from brittle, throughout transitional to a ductile state (Fig. 1).…”

Section: Axial Splitting Brittle and Ductile Behaviour Of The Rocks mentioning

confidence: 99%

“…In the works presented by Ismail and Murrel [10] for conventional triaxial compression tests the stress drop value is clearly pressure sensitive and it is dependent on test confining pressure. In the case of true triaxial compression (Mogi [16], Kwaśniewski [13]) stress drop is a function of σ 2 and σ 3 respectively. For conventional compression tests stress drop value first rises from the results of uniaxial loading conditions and reaches its maximum with some value of confining pressure, then gradually decreases and disappears for pressure at the brittle-ductile transition.…”

Section: Stress Drop On Intact Rock Samplesmentioning

confidence: 99%

“…Stress drop phenomenon as an effect of rock strength loss is directly related to energy dissipated due to failure. It can be analyzed by laboratory investigation on intact rock samples in conventional and true triaxial compression tests (Ismail and Murrell [10], Mogi [16], Kwaśniew-ski [13]), on saw cut samples in conventional triaxial tests and biaxial tests, double shear tests and conventional shear tests (Mogi [16]). The experiments conducted on rock samples with a cut plane in biaxial tests and double shear tests usually are performed for rock friction, sliding and frictional stability analysis (Jaeger and Cook [11], Paterson [18], Byerlee [3]).…”

Section: Introductionmentioning

confidence: 99%

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Stress Drop as a Result of Splitting, Brittle and Transitional Faulting of Rock Samples in Uniaxial and Triaxial Compression Tests

Cieślik

2015

Studia Geotechnica Et Mechanica

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Rock samples can behave brittle, transitional or ductile depending on test pressure, rate of loading and temperature. Axial stiffness and its changes, relative and absolute dilatancy, yield, and fracture thresholds, residual strength are strongly pressure dependent. In this paper the stress drop as an effect of rock sample strength loss due to failure was analyzed. Uniaxial and triaxial experiments on three types of rock were performed to investigate the stress drop phenomenon. The paper first introduces short background on rock behavior and parameters defining a failure process under uniaxial and triaxial loading conditions. Stress drop data collected with experiments are analyzed and its pressure dependence phenomenon is described. Two methods for evaluation of stress drop value are presented.

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Section: Stress Drop On Intact Rock Samplessupporting

confidence: 53%

Section: Axial Splitting Brittle and Ductile Behaviour Of The Rocks mentioning

confidence: 99%

Section: Stress Drop On Intact Rock Samplesmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Stress Drop as a Result of Splitting, Brittle and Transitional Faulting of Rock Samples in Uniaxial and Triaxial Compression Tests

Cieślik

2015

Studia Geotechnica Et Mechanica

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“…On the one hand, the present studies on slabbing failure of hard rocks mainly concentrate on the description of slabbing phenomenon and how to control slabbing failure in situ (Dowding and Andersson 1986;Fang and Harrison 2002;Martin et al 1997). On the other hand, most studies are concerned with shear failure of hard rock (Bieniawski 1967a, b, c;Brady and Brown 2004;Lockner et al 1991;Mogi 2007;Moore and Lockner 1995;Savage et al 1996) except for a few studies on splitting failure (Holzhausen and Johnson 1979;Horii and Nemat-Nasser 1986;Li Chunlin 1995;Wong et al 2006) in the laboratory compression tests.…”

Section: Introductionmentioning

confidence: 99%

Influence of Sample Height-to-Width Ratios on Failure Mode for Rectangular Prism Samples of Hard Rock Loaded In Uniaxial Compression

2010

Rock Mech Rock Eng

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Surface-parallel slabbing is a failure mode often observed in highly stressed hard rocks in underground excavations. This paper presents the results of experimental studies on slabbing failure of hard rock with different sample height-to-width ratios. The main purpose of this study was to find out the condition to create slabbing failure under uniaxial compression and to determine the slabbing strength of hard rock in the laboratory. Uniaxial compression tests were carried out using five groups of granite specimens. The mechanical parameters of the sample rock, Iddefjord granite from Norway, were measured on the cylindrical and Brazilian disc specimens. The transition of the failure mode was studied using rectangular prism specimens. The initiation and the propagation of slabbing fractures in specimens were identified by examining the relationship among the applied stress, strain and the acoustic emission. The stress thresholds identified were compared to those reported by other authors for crack initiation and brittle failure. It is observed that the macro failure mode will be transformed from shear to slabbing when the height/width ratio is reduced to 0.5 in the prism specimens under uniaxial compression. Micro r 1 -parallel fractures initiate when the lateral strain departs from its linearity. Slabbing fractures are approximately parallel to the loading direction. Labotatory tests show that the slabbing strength (r sl ) of hard rock is about 60% of its uniaxial compression strength. It means that if the maximum tangential stress surrounding an underground excavation reaches about the slabbing threshold, slabbing fractures may take place on the boundary of the excavation. Therefore, the best way to stop or eliminate slabbing failure is to control the excavation boundary to avoid the big stress concentration, so that the maximum tangential stress could be under the slabbing threshold.

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Paul‐Mohr‐Coulomb failure surface of rock in the brittle regime

Makhnenko

Harvieux

Labuz

2015

Geophysical Research Letters

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The Paul‐Mohr‐Coulomb failure criterion includes the intermediate principal stress σII and friction angles at the limiting stress states of σII = σIII and σII = σI, where σI and σIII are major and minor principal stresses. Conventional triaxial compression (σII = σIII), extension (σII = σI), and plane strain (σI ≠ σII ≠ σIII) experiments were performed on dry rock. The failure data were plotted in principal stress space, and material parameters were determined in the context of two internal friction angles and the theoretical uniform triaxial (all‐around equal) tensile strength. Assuming isotropy, the triaxial compression and extension results were used to construct a six‐sided pyramidal failure surface, and the extension friction angle was larger than the compression friction angle, a sufficient but not necessary condition of the intermediate stress effect. To capture the behavior of the rock in multiaxial loading, the Paul‐Mohr‐Coulomb criterion was extended to form a 12‐sided pyramid with best fit planes.

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Experimental Rock Mechanics

Cited by 246 publications

References 9 publications

Stress Drop as a Result of Splitting, Brittle and Transitional Faulting of Rock Samples in Uniaxial and Triaxial Compression Tests

Stress Drop as a Result of Splitting, Brittle and Transitional Faulting of Rock Samples in Uniaxial and Triaxial Compression Tests

Influence of Sample Height-to-Width Ratios on Failure Mode for Rectangular Prism Samples of Hard Rock Loaded In Uniaxial Compression

Paul‐Mohr‐Coulomb failure surface of rock in the brittle regime

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