Effect of rock joint roughness on its cyclic shear behavior

Niktabar, S. M. Mahdi; Rao, K. Seshagiri; Shrivastava, Amit Kumar

doi:10.1016/j.jrmge.2017.09.001

Cited by 68 publications

(19 citation statements)

References 10 publications

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“…The contact interface issue was under investigation both in laboratory tests [10], [16], [19] and from the modeling point of view [2], [7], [12], [17], [29]. Most of the researchers focus on monotonic loads [11], [25], [26], but cyclic loads, where degradation of the contact surface occur [9], [27] can also be found.…”

Section: Introductionmentioning

confidence: 99%

“…In the literature, there are many works dealing with the influence of the shape of these asperities on the behavior of the cyclic shear process. [1,26] For the analyzed issues, the most important influence on tangential stresses tendencies and changes in the contact layer height have primary asperities. [4,18] The basic model used in the analysis of soil deformation processes (digging, compaction) is a model of perfectly plastic material that meets the Coulomb or Drucker-Prager condition of plasticity and associated or non-associated flow rules.…”

Section: Introductionmentioning

confidence: 99%

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Modelling of Rock Joints Interface under Cyclic Loading

Maciejewski¹,

Bąk

Ciężkowski

2020

Studia Geotechnica Et Mechanica

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The problem of numerical simulation of the material interface response under monotonic and cyclic loading is of fundamental scientific and engineering importance. In fact, such interfaces occur in most engineering and geotechnical structures. The present work is devoted to the deformational response analysis of contact interfaces under monotonic and cyclic loads. The class of materials includes rock and structural joints, soil structure interfaces, masonry and cementitious joints, localized shear bands and so on.The aim of the proposed model is to simulate the cyclic shear test under constant normal load. The associated dilatancy effect is associated with the configurational effects of asperity interaction or dilatancy of wear debris layer. The large primary asperities are assumed as responsible for interfacial dilation and small size asperities as governing frictional sliding and hysteresis response. The elliptic loading yield function is assumed to translate and rotate during progressive or reverse loading events. The model formulation is discussed and confronted with experimental data.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Modelling of Rock Joints Interface under Cyclic Loading

Maciejewski¹,

Bąk

Ciężkowski

2020

Studia Geotechnica Et Mechanica

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“…In addition, water flow or fluid flow in general may change along joints, cleavages or fractures (Köppel et al 2019); or fluid flow may generate even new cracks (Mentes 2019). A number parameters of any rock joint can affect shear resistance to a great degree: water content, the filler material between the sides of a joint, exposure to weather (Barton 1973(Barton , 1976Miščević and Vlastelica 2009), length of joint (Barton and Bandis 1982), surface roughness (Barton 1973;Haberfield and Seidel 1999;Grasselli and Egger 2003;Lee et al 2014), the morphology of surface asperities (Patton 1966;Yang et al 2016;Niktabar et al 2017), the dilation angle (Barton 1973;Kumar and Verma 2016), the contact surface (Zhao 1997;Grasselli and Egger 2003;Pirzada et al 2020), inclination of the joint (Buocz et al 2017), and the compressive strength of the joint (Barton 1973; Barton and Choubey 1977;Lee et al 2014).…”

Section: Introductionmentioning

confidence: 99%

“…Due to the inhomogeneity of a single joint, and because it is difficult to obtain a sufficient number of samples with similar qualities, the use of artificial rock specimens (plaster, cement mortar) with similar qualities to the original rock joints is common in research practice (Patton 1966;Grasselli and Egger 2003;Lee et al 2014;Kumar and Verma 2016;Niktabar et al 2017). In this way, tests are repeatable and it is possible to analyze the effect of a single property on shear strength by keeping the other effective parameters constant.…”

Section: Introductionmentioning

confidence: 99%

The effects of grain size and different multi-stage shearing techniques on shear strength along rock discontinuities

Vattai

Rozgonyi-Boissinot

2020

Int J Geomath

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The effects of grain size and different multi-stage shearing techniques on shear strength along discontinuities were analyzed in this study. Laboratory direct shear tests were carried out on plaster mortar with maximum grain sizes of 0.5 mm and 1.0 mm. All specimen surfaces were essentially similar, copied from the same natural, Hungarian coarse-grained sandstone joint with a low joint roughness coefficient (JRC = 8). Tests within two different normal stress ranges (σn = 0.25–0.5 and 0.5–1.5 MPa) were performed simultaneously. Specimens tested using the technique involving modified shearing with repositioning were sheared three times while being subjected to the same degree of normal stress (shearing sequence n = 1, 2, 3) and those with multi-stage technique without repositioning were subjected to shearing once at three different degrees of normal stress. The changing values of the peak friction angle calculated from the resulting peak shear strength-normal stress data pairs (τp − σn) were examined. Failure curves were estimated using linear regression, according to the Mohr–Coulomb failure criterion. The differences between the various peak friction angles obtained from experiments in which different multi-stage shearing techniques were used tend to increase in significance with the increasing number of shearing sequences. Peak friction angle values vary according to grain size of the material, though further investigations using more grain sizes are required to establish the extent of the effect on shear strength along discontinuities.

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“…The strength and deformability of rock joints have been the subjects of numerous investigations, in design and analysis of underground structures, foundation, slope stability, and risk assessment of underground disposal [1][2][3]. The coupling between hydraulic and mechanical processes in rock joints, as one of these subjects, has received wide attention, since a series of events, including dam failures, landslides, and injection-induced earthquakes, were believed to result from it [4][5][6].…”

Section: Introductionmentioning

confidence: 99%

Shear-Flow Coupled Behavior of Artificial Joints with Sawtooth Asperities

Zhao

Zhang

et al. 2018

Processes

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The coupling between hydraulic and mechanical processes in rock joints has significantly influenced the properties and applications of rock mass in many engineering fields. In this study, a series of regular shear tests and shear-flow coupled tests were conducted on artificial joints with sawtooth asperities. Shear deformation, strength, and seepage properties were comprehensively analyzed to reveal the influence of joint roughness, normal stress, and seepage pressure on shear-flow coupled behavior. The results indicate that the shear failure mode, which can be divided into sliding and cutting, is dominated by joint roughness and affected by the other two factors under certain conditions. The seepage process makes a negative impact on shear strength as a result of the mutual reinforcing of offsetting and softening effects. The evolution of hydraulic aperture during the shear-flow coupled tests embodies a consistent pattern of four stages: shear contraction, shear dilation, re-contraction, and stability. The permeability of joint sample is considerably enlarged with the increase of joint roughness, but decreases with the addition of normal stress.

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Effect of rock joint roughness on its cyclic shear behavior

Cited by 68 publications

References 10 publications

Modelling of Rock Joints Interface under Cyclic Loading

Modelling of Rock Joints Interface under Cyclic Loading

The effects of grain size and different multi-stage shearing techniques on shear strength along rock discontinuities

Shear-Flow Coupled Behavior of Artificial Joints with Sawtooth Asperities

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