Periodical zonal character of damage near the openings in highly-stressed rock mass conditions

Макаров, В. В.; Гузев, М. А.; Odintsev, V. N.; Ksendzenko, L. S.

doi:10.1016/j.jrmge.2015.09.010

Cited by 17 publications

(10 citation statements)

References 17 publications

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“…On the other hand, some studies have shown that the overall strength of the rock increases with the increase of depth, and the rock becomes more brittle along with the increasing depth, which has been verified in the field monitoring of the Mine by experimental tunnel and the deep underground laboratory at Auspar [11]. Rock mass damage at great depths near underground openings is often of shear-tensile failure character [12]. To further study the failure mode transformation of the surrounding rock along the vertical inward direction of the chamber wall and the tensile failure of the rock wall and to simulate the bidirectional stress state of the chamber, a chamber wall failure simulation instrument was developed to study the transitional failure mode of the rock wall [13].…”

Section: Introductionmentioning

confidence: 82%

Research of Transitional Failure Mode as Damage Evolution in Rock Wall

et al. 2020

Advances in Civil Engineering

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The stress condition of tunnel surrounding rock mass is complex. The stress concentration of in situ brittle rock mass caused by excavation results in localized damage evolution parallel to the free face, which is called surface instability. The rock wall shows the transition characteristics of the failure mode with the distance from the surface to the depth. Low strength surface instability and transition failure modes of the tunnel’s rock wall are common in deep condition but cylindrical specimens cannot simulate stress state of rock wall surface well in conventional rock mechanics tests. This paper conducted the indoor experimental study of the biaxial stress state and studied the surface instability of samples. An indoor test device for the simulation of transitional surface failure of the rock wall was developed. Through a biaxial stress loading test on the rectangular rock sample, the damage process and crack development of rock samples were analyzed, and the law of stress and strain related to the failure mode transition was characterized as well. Based on test results and strength analysis, an explanation of the failure theory and its corresponding model are proposed based on the maximum strain strength theory. Furthermore, this paper concludes that the failure mode of surface instability presents transition feature from brittle to ductile with the increase of distance from the surface to depth.

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Section: Introductionmentioning

confidence: 82%

Research of Transitional Failure Mode as Damage Evolution in Rock Wall

et al. 2020

Advances in Civil Engineering

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“…To them there correspond blocks = 10-100 cm that corresponds to majority parametres of a rock mass cracking systems [30]. We will notice also that application of expression (5) is hereinafter manufactured at, in whole, little change of the attitude / E c o n s t c   for various levels of geomedium [31].…”

Section: Definition Of Limiting Steady Length Of Shear-tensile Rock Mmentioning

confidence: 99%

About the base problems of the geomechanics of strong compressed rock and rock masses

Макаров

Гузев

Odintsev³

2020

E3S Web Conf.

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Some approaches to the simulation of hierarchically-block geomedia are considered. The idea of mesomechanics with allocation of mesovolume of representative scale level is used. It is offered to describe within the frame of geomechanics a rock mass four scale levels considering the conforming hierarchy of structural blocks. On each of these levels the rock mass is presented by non-Euclidian model of a continuous medium with the cracking defects, thus models of different scale levels differ only with values of parametres entering into them.

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“…Dependence of the radial extent of the first fracture zone on the depth of the tunneling for different values of uniaxial compressive strength σ с of the rock and the ratio of the empirical coefficients 3 1 /   for the resistance of the supports P = 0.5 and P = 1 MPa is reflected in Tables 2, 3, 4. It is established that with an increase of opening depth, the radial extent of the first failure zone increases and the faster, the less the ratio 3 1 /   (Table 2, 3, 4). The radial extent of the first failure zone increases with increasing opening depth, the faster, the less the strength of the rock on uniaxial compression was established.…”

Section: The First Failure Zone Radial Extent Dependence On the Influencing Factors For Hard Rocksmentioning

confidence: 99%

“…In the paper, the dependences of some characteristics zonal structure of the rock massif failure around the lined opening from the influencing factors are investigated. A defective field around a lined underground opening of a circular section corresponding to the mesolevel of the massif [3] is described by a non-Euclidean model, where the stress components are determined by the relationships [4]: 1)…”

Section: Introductionmentioning

confidence: 99%

Factors influencing the characteristics dependence of zonal structure rock failure around lined opening

Ksendzenko

2018

E3S Web Conf.

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For the safe mining operations, it is necessary to take into account a large number of negative factors, one of which is zonal failure (disintegration) of rocks that occurs after developing deposits at great depths.Therefore, investigation of the behavior of zonal mesostructures regularities around deep mine openings is relevant.In this paper dependences from influencing factors of the first failure zone radial extent, of the depth of the contour zone and the first failure zone merging, and the depth of the second failure zone appearance are established based on the non-Euclidean model of the zonal failure rock mass around deep lined openings and the Odintsev’s criterion of the failure under compression.The influencing factors are the uniaxial compression strength of the rock σс (MPa); the opening depth H (m); the ratio of empirical coefficients γ3 / γ1 ; the values of the rocks elastic modulus, E, and the Poisson’s ratio, γ. The study was carried out both for hard and weak rocks at values resistance of support 0.5 and 1 MPa.

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Periodical zonal character of damage near the openings in highly-stressed rock mass conditions

Cited by 17 publications

References 17 publications

Research of Transitional Failure Mode as Damage Evolution in Rock Wall

Research of Transitional Failure Mode as Damage Evolution in Rock Wall

About the base problems of the geomechanics of strong compressed rock and rock masses

Factors influencing the characteristics dependence of zonal structure rock failure around lined opening

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