Stability of tailings dams under static and seismic loading

Psarropoulos, Prodromos N.; Tsompanakis, Yiannis

doi:10.1139/t08-014

Cited by 58 publications

(31 citation statements)

References 8 publications

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“…In addition, the difference in the factors of safety between SRM and LEM was found to be insignificant by Baker et al [38] and Psarropoulos and Tsompanakis [52]. Reviewing the slope stability assessment based on the FEM, it should be noted that only Griffiths and Marquez [25] and Yu et al [53] have investigated the 3D slope stability under effect of such general factors as the geometrical characteristics of the dam and the topography of the canyon site.…”

Section: Finite Element Analysismentioning

confidence: 99%

Limit analysis solutions for three dimensional undrained slopes

Li¹,

Merifield²,

Lyamin³

2009

Computers and Geotechnics

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Section: Finite Element Analysismentioning

confidence: 99%

Limit analysis solutions for three dimensional undrained slopes

Li¹,

Merifield²,

Lyamin³

2009

Computers and Geotechnics

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“…In at least one instance, tailings impoundment failure occurred hours after the end of earthquake shaking and was attributed to the redistribution and dissipation of excess pore water pressures that had been generated during shaking (Ishihara 1984). Lo et al 1988;Seid-Karbasi and Byrne 2004;Psarropoulos and Tsompanakis 2008;Roberto et al 2008;D'Appolonia 2009;James 2009;James and Aubertin 2012). James and Aubertin, 2010;CDA, 2014).…”

Section: Introductionmentioning

confidence: 99%

Numerical simulations of seismic and post-seismic behavior of tailings

2016

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Several tailings impoundments have failed as a result of earthquakes in the last few decades. A majority of these failures were due to direct seismic loading, tailings liquefaction during shaking, or the post-seismic behavior of the tailings as it relates to the dissipation of excess pore water pressures that were generated during shaking. Previous work has indicated that the UBCSAND model (Byrne et al. 1995) is capable of simulating the cyclic simple shear testing response of low plasticity tailings over a range of consolidation stresses and cyclic shear ratios. However, the ability of the model to simulate the dynamic and subsequent behavior of such tailings for other conditions, such those induced by shakings table tests, has not yet been evaluated. In this regard, previous work has shown that the main components of the UBCSAND model cannot realistically simulate some specific responses, including the post-seismic volumetric strains related to excess pore water pressure dissipation. This paper presents numerical modeling results of the dynamic behavior of tailings from hard rock mines. It introduces a method for simulating their postseismic behavior by including an updating scheme for the elastic moduli into the UBCSAND model. The results of cyclic simple shear testing, seismic table testing and complementary experimental relationships were used to calibrate and validate the model with its new component.The simulated response of tailings during cyclic simple shear testing and for a complete seismic table test shows that the proposed approach simulates the experimental observations well. Level ground, seismically-induced liquefaction and post-seismic behavior of a 15-m-thick tailings deposit are also simulated, leading to post-liquefaction settlements that are in agreement with empirical relationships. résidus d'une épaisseur de 15 m soumis à un séisme mène à des tassements post-liquéfaction qui montrent une bonne corrélation avec ceux obtenus de relations empiriques.

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“…It should be noted that there are some case studies about nite element analyses of tailings dams presented in the literature, (e.g., [6][7][8][9][10][11][12][13][14][15][16][17]. To the authors' knowledge, the validity of 2D axisymmetric analyses for a dam corner has not been addressed before.…”

Section: Introductionmentioning

confidence: 99%

Comparison of three dimensional and two dimensional axisymmetric finite element analyses of a corner section of a tailings da

et al. 2017

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Abstract. This paper presents three-dimensional (3D) and two-dimensional (2D) axisymmetric nite element analyses of a corner of a tailings dam. The analyses were performed to: (i) locate tension and/or low-compression zones and evaluate slope stability during sequential raising of the dam corner, and (ii) nd whether the results of 2D axisymmetric analyses could be reliable for the dam corner. The corner is a potentially weak section of the dam, where tension and/or low-compression zones may develop. Development of such zones inside the dam corner can lead to cracks and initiation of internal erosion. The results of both the 3D and 2D axisymmetric analyses indicated that (i) tension and/or lowcompression zones were located in vicinity of surface of the dam corner mainly above the phreatic level, and (ii) the dam corner was stable up to the planned height if it was gradually strengthened with rock ll berms on the downstream side. The results of 2D axisymmetric analyses showed a fairly good agreement with those of 3D analyses. It is concluded that 2D axisymmetric analyses are appropriate for this dam corner. This implies that signi cant computational time can be saved by utilizing 2D analyses instead of 3D analyses.

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Stability of tailings dams under static and seismic loading

Cited by 58 publications

References 8 publications

Limit analysis solutions for three dimensional undrained slopes

Limit analysis solutions for three dimensional undrained slopes

Numerical simulations of seismic and post-seismic behavior of tailings

Comparison of three dimensional and two dimensional axisymmetric finite element analyses of a corner section of a tailings da

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