Formulation and numerical implementation of a state parameter-based generalized plasticity model for mine tailings

Ledesma, Osvaldo; Manzanal, Diego; Sfriso, A. O.

doi:10.1016/j.compgeo.2021.104158

Cited by 8 publications

(4 citation statements)

References 32 publications

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“…However, some limitations of this model restrict its wide application for the analysis of complex soil behavior in various conditions. Therefore, various researchers have proposed different modified models on the basis of the generalized plasticity theory for the improvement of the capability of the main model (see [1,6,[15][16][17][18][19][20][21][22]). As a modification, the concept of the state parameter has been used as a tool to associate the sand behavior to density (or the void ratio) and the mean confining stress, and, as a result, to enter the concept of critical state soil mechanics into the constitutive models.…”

Section: Introductionmentioning

confidence: 99%

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Oliaei,

Kamgar,

Heidarzadeh

et al. 2024

Applied Sciences

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Nowadays, with the widespread supply of very powerful laboratory and computer equipment, it is expected that the analyses conducted for geotechnical problems are carried out with very high precision. Precise analyses lead to better knowledge of structures’ behavior, which, in turn, reduces the costs related to uncertainty of materials’ behavior. A precise analysis necessitates a precise knowledge and definition of the behavior of the constituent materials, which itself requires applying an appropriate constitutive model to show the behavior of materials. Constitutive models used in the generalized plasticity framework are very powerful constitutive models for the simulation of sand behavior. However, the simulation of a cyclic behavior in these models, especially the simulation of the undrained cyclic behavior, is not well-recognized. In this study, in order to eliminate the weakness of generalized constitutive models under cyclic loading, a new equation is presented to substitute the so-called coefficient of the discrete memory factor to consider the loading history in such a way that the plastic modulus is modified during reloading and, as a result, more appropriate predictions of sand behavior are obtained. The performance accuracy of the proposed coefficient was evaluated in accordance with the experimental data. Finally, the results show that after using the modification of the loading history coefficient, predictions of the constitutive model are significantly improved.

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Section: Introductionmentioning

confidence: 99%

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Oliaei,

Kamgar,

Heidarzadeh

et al. 2024

Applied Sciences

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“…Nevertheless, in the case of granular soils, there are difficulties in retrieving undisturbed samples by conventional methods and faithful reproduction of soil structure in the laboratory. For non-plastic silty grain-sized soils, even constitutive models and numerical implementation require studies and adaptations to adapt to the actual behavior of these materials [17]. Under these conditions, using in situ testing to predict granular and non-plastic silty soil behavior and flow liquefaction susceptibility is common and practical.…”

Section: Introductionmentioning

confidence: 99%

Evaluation of Flow Liquefaction Susceptibility in Non-Plastic Silty Soils Using the Seismic Cone

Nierwinski,

Schnaid,

Odebrecht

2024

Mining

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The state parameter allows the evaluation of the in situ state of soils, which can be particularly useful in tailings impoundments where flow liquefaction is the most common failure model. Positive state parameter values characterize a contractive response during shearing and, for non-plastic soils, can indicate flow liquefaction susceptibility. This paper presents a methodology to classify and estimate the state parameter (Ψ) for non-plastic silty soils based on seismic cone penetration measurements. The method expands on a previous methodology developed for sands that use the ratio of the small strain shear modulus and the cone tip resistance G0/qt for classification and Ψ assessment. For non-plastic silty soils, drainage conditions during cone penetration must be accounted for and are used to allow soil classification and correct the cone tip resistance. An empirical formulation is proposed to correct qt for partial drainage measurements and predict Ψ for non-plastic silty soils. Mining tailings results of in situ and laboratory tests were used to validate the proposed methodology producing promising responses. The Ψ value estimated through the proposed methodology are in the range of those obtained from laboratory tests, indicating an adequate prediction of behavior for non-plastic silty soils.

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“…This phenomenon can produce landslides, involving the displacement of large volumes of material. The numerical modeling of the initiation of diffuse failure has been developed in finite element based codes to reproduce failures in mine tailing dams [4,5], landslides [6,7] or the study of the response of loose saturated, granular material under seismic action [8,9]. Recently, these phenomena have been studied with meshfree techniques, allowing to evaluate the transition from solid to fluidized materials with SPH techniques with one (e.g., [3,[10][11][12][13][14]) and two phases [15,16], Material Point Method, MPM, (e.g., [17][18][19][20]) or Discrete Element Methods, DEM, for the liquefaction on granular materials (e.g., [21,22]).…”

Section: Introductionmentioning

confidence: 99%

Eigendegradation Algorithm Applied to Visco-Plastic Weak Layers

et al. 2022

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In geotechnical engineering, very often, the soil behavior varies with time. This is of particular interest in many cases such as embankments in soft clays, shear band progression in slopes or where the speed of the application of the load affects the bearing capacity of the material. In this paper, we study the extension of non-local failures using algorithms such as eigenerosion and eigensoftening, in order to evaluate the failure of weak layers. In particular, the time dependence of the progression of shear bands is analyzed through the integration of a Perzyna-type visco-plastic model with a degradation algorithm within the Optimal Transportation Meshfree (OTM) framework. The validation of the proposed algorithm is carried out through three different practical cases, showing very good agreement in all of them.

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Formulation and numerical implementation of a state parameter-based generalized plasticity model for mine tailings

Cited by 8 publications

References 32 publications

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Evaluation of Flow Liquefaction Susceptibility in Non-Plastic Silty Soils Using the Seismic Cone

Eigendegradation Algorithm Applied to Visco-Plastic Weak Layers

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