Distinct element analysis of unstable shear failure of rock discontinuities in underground mining conditions

Gu, R.; Ozbay, U.

doi:10.1016/j.ijrmms.2014.02.012

Cited by 33 publications

(8 citation statements)

References 12 publications

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“…To the contrary, for model 2, it is the OC area located in the lower part of the joint that corresponds to the critical position (RB located in the upper part of the joint). These results combined with geophysical-tool investigations (Stock et al, 2011;Matasci et al, 2015;Paronuzzi et al, 2016;Guerin et al, 2019;Frayssines and Hantz, 2006;Paronuzzi and Serafini, 2009;Spreafico et al, 2017) could allow the prioritization of the potentially unstable blocks.…”

Section: Influence Of Oc Location On the Evolution Of Rbf With Timementioning

confidence: 98%

Cascade effect of rock bridge failure in planar rock slides: numerical test with a distinct element code

Delonca

Gunzburger

Verdel

2021

Nat. Hazards Earth Syst. Sci.

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Abstract. Plane failure along inclined joints is a classical mechanism involved in rock slope movements. It is known that the number, size and position of rock bridges along the potential failure plane are of prime importance when assessing slope stability. However, the rock bridge failure phenomenology itself has not been comprehensively understood up to now. In this study, the propagation cascade effect of rock bridge failure leading to catastrophic block sliding is studied and the influence of rock bridge position in regard to the rockfall failure mode (shear or tension) is highlighted. Numerical modelling using the distinct element method (UDEC, Itasca) is undertaken in order to assess the stability of a 10 m3 rock block lying on an inclined joint with a dip angle of 40 or 80∘. The progressive failure of rock bridges is simulated assuming a Mohr–Coulomb failure criterion and considering stress transfers from a failed bridge to the surrounding ones. Two phases of the failure process are described: (1) a stable propagation of the rock bridge failures along the joint and (2) an unstable propagation (cascade effect) of rock bridge failures until the block slides down. Additionally, the most critical position of rock bridges has been identified. It corresponds to the top of the rock block for a dip angle of 40∘ and to its bottom for an angle of 80∘.

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Section: Influence Of Oc Location On the Evolution Of Rbf With Timementioning

confidence: 98%

Cascade effect of rock bridge failure in planar rock slides: numerical test with a distinct element code

Delonca

Gunzburger

Verdel

2021

Nat. Hazards Earth Syst. Sci.

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“…Previous rockbursting studies conducted from an energy perspective have mainly focused on estimating the amount of elastic strain energy prior to rock failure and kinetic energy during failure using analytical method from the stress and strain tensors in numerical models (Gu and Ozbay 2014;He et al 2016b;Vazaios et al 2019).…”

Section: Numerical Simulation Of Laboratory Rock Failures and Mine-scale Rockbursts Have Been Commonlymentioning

confidence: 99%

Numerical Simulation of Unstable Rock Failure Mechanisms Through Analysis of Energy Transformations

Kaunda

Wang

2021

Preprint

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For rock specimen in uniaxial compression, the energy transformations from elastic strain energy in both the rock and the loading system to plastic strain work in the rock can be identified with the changes in these energy components, whose rates are also useful indicators for distinguishing stable and unstable rock failure. In this study, the influences of the loading system stiffness (LSS), the rock stiffness and the rock brittleness on rock failure modes are examined. The observed energy transformations during rock failure in numerical models are interpreted from an energy perspective. The results show that unstable rock failure tends to occur in rock with large brittleness and small stiffness under a soft loading system. A low LSS and rock stiffness will increase the magnitude of stored elastic strain energy before rock failure, while a brittle rock requires less elastic strain energy to be converted plastic strain work than a ductile rock during its failure. This energy-based approach is useful for investigating potential unstable rock failures that could ultimately be applied to analyze complex mine-scale rockburst cases.

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“…This code has successfully been used to model the behaviour of rock discontinuities in past studies (Gu and Ozbay 2014;Jiang et al 2006;He, Li, and Aydin 2018;Roslan et al 2020). It has a scripting language embedded within it, FISH, that allows the user to create new model variables, customize functionality and interact with the model.…”

Section: Numerical Modelling Of the Rock Bridges Failure Propagationmentioning

confidence: 99%

Cascade effect of rock bridge failure in planar rock slides: explicit numerical modelling with a distinct element code

Delonca¹,

Gunzburger²,

Verdel³

2020

Preprint

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Abstract. Plane failure along inclined joints is a classical mechanism involved in rock slopes movements. It is known that the number, size and position of rock bridges along the potential failure plane are of main importance when assessing slope stability. However, the rock bridges failure phenomenology itself has not been comprehensively understood up to now. In this study, the propagation cascade effect of rock bridges failure leading to catastrophic block sliding is studied and the influence of rock bridges position in regard to the rockfall failure mode (shear or tensile) is highlighted. Numerical modelling using the distinct element method (UDEC-ITASCA) is undertaken in order to assess the stability of a 10 m3 rock block lying on an inclined joint with a dip angle of 40° or 80°. The progressive failure of rock bridges is simulated assuming a Mohr–Coulomb failure criterion and considering stress transfers from a failed bridge to the surrounding ones. Two phases of the failure process are described: (1) a stable propagation of the rock bridge failures along the joint and (2) an unstable propagation (cascade effect) of rock bridges failures until the block slides down. Additionally, the most critical position of rock bridges has been identified. It corresponds to the top of the rock block for a dip angle of 40° and to its bottom for an angle of 80°.

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Distinct element analysis of unstable shear failure of rock discontinuities in underground mining conditions

Cited by 33 publications

References 12 publications

Cascade effect of rock bridge failure in planar rock slides: numerical test with a distinct element code

Cascade effect of rock bridge failure in planar rock slides: numerical test with a distinct element code

Numerical Simulation of Unstable Rock Failure Mechanisms Through Analysis of Energy Transformations

Cascade effect of rock bridge failure in planar rock slides: explicit numerical modelling with a distinct element code

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