Simple Plasticity Sand Model Accounting for Fabric Change Effects

Dafalias, Yannis F.; Manzari, Majid T.

doi:10.1061/(asce)0733-9399(2004)130:6(622)

Cited by 809 publications

(532 citation statements)

References 18 publications

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“…The Dafalias and Manzari [39] model extended the previous work by Manzari and Dafalias [40] by adding a fabric-dilatancy related tensor quantity to account for the effect of fabric changes during loading. The fabric-dilatancy related tensor was used to macroscopically model the effect that microscopically observed changes in sand fabric during plastic dilation have on the contractive response upon reversal of loading direction.…”

Section: Pm4sand Modelmentioning

confidence: 97%

“…The sand plasticity model presented follows the basic framework of the stress-ratio controlled, critical state compatible, bounding-surface plasticity model for sand presented by Dafalias and Manzari [39]. The Dafalias and Manzari [39] model extended the previous work by Manzari and Dafalias [40] by adding a fabric-dilatancy related tensor quantity to account for the effect of fabric changes during loading.…”

Section: Pm4sand Modelmentioning

confidence: 99%

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Evaluation of coupled porewater pressure and stress-strain constitutive model in granular soils

Moreno-Torres

Chang-Nieto

Salas-Montoya

2018

DYNA

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The evaluation of performance of three coupled pressure (PWP) generation models and stress-strain constitutive models are applied to granular soils. Those constitutive models are used to recommend them for subsequent application in seismic site-response analysis in effective stresses. The performance of the three-coupled models were evaluated using a database of 25 selected high quality cyclic simple shear tests. The conducted analysis suggested that the simple Coupled GMP and stress-strain constitutive model reasonably capture PWP behavior observed in the laboratory tests, they are analyzed better than using advanced constitutive models, and all of them can be used to perform effective stress-based one-dimensional site-response analysis.Keywords: constitutive models; granular materials; laboratory tests; seismic site-response analysis.Evaluación de modelos constitutivos esfuerzo-deformación acoplados con presión de poros en suelos granulares ResumenEn el presente artículo se evaluó el desempeño de tres modelos constitutivos esfuerzo-deformación acoplados con presión de poros a suelos granulares con el objetivo de recomendar su posterior aplicación en el análisis sísmico de respuesta de sitio. El desempeño de los tres modelos acoplados se evaluó utilizando una base de datos de 25 ensayos de corte simple cíclico de alta calidad. Los análisis realizados sugieren que el modelo acoplado de esfuerzo-deformación y GMP captura razonablemente el comportamiento de presión de poros observado en los ensayos de laboratorio de una mejor manera que los modelos constitutivos más avanzados y todos ellos se pueden utilizar para realizar análisis unidimensional de respuesta de sitio considerando esfuerzos efectivos.Palabras clave: análisis sísmico de respuesta de sitio; ensayos de laboratorio; materiales granulares; modelos constitutivos,

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Section: Pm4sand Modelmentioning

confidence: 97%

Section: Pm4sand Modelmentioning

confidence: 99%

Evaluation of coupled porewater pressure and stress-strain constitutive model in granular soils

Moreno-Torres

Chang-Nieto

Salas-Montoya

2018

DYNA

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“…Contrary to rock materials, different models exist for the cyclic behaviour of sands such as the Prevost model (Prevost, 1985;Cerfontaine et al, 2015), generalised plasticity (Mira et al, 2009) or subloading surface (Hashiguchi, 2009). The formulation proposed hereinafter is based on the bounding surface plasticity (Dafalias, 1986), the pioneering work on its application in form a two surface plasticity model for sands (Manzari & Dafalias, 1997) which was later extended further (Dafalias & Manzari, 2004;Taiebat & Dafalias, 2008;Li & Dafalias, 2012;Dafalias & Taiebat, 2016) and adopted the title of SANISAND, an acronym term for Simple ANIsotropic SAND. This framework is mainly chosen for its ability to reproduce accumulation of plastic strain upon constant amplitude cycles, for its physically based concept and relative simplicity.…”

Section: List Of Symbols αmentioning

confidence: 99%

“…This work is derived from the bounding surface plasticity concept (Dafalias, 1986) and its application in the framework of SANISAND models (Manzari & Dafalias, 1997;Dafalias & Manzari, 2004;Taiebat & Dafalias, 2008;Li & Dafalias, 2012;Dafalias & Taiebat, 2016). This choice is justified by the capability of these models to reproduce accumulation of plastic strain for constant cycle amplitude.…”

Section: Triaxial Formulation Of a Constitutive Lawmentioning

confidence: 99%

Validation of a New Elastoplastic Constitutive Model Dedicated to the Cyclic Behaviour of Brittle Rock Materials

et al. 2017

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Old mines or caverns may be used as reservoirs for fuel/gas storage or in the context of large scale energy storage. In the first case, oil or gas is stored on annual basis. In the second case pressure due to water or compressed air varies on a daily basis or even faster. In both cases a cyclic loading on the cavern's/mine's walls must be considered for the design. The complexity of rockwork geometries or coupling with water flow requires finite element modelling and then a suitable constitutive law for the rock behaviour modelling. This paper presents and validates the formulation of a new constitutive law able to represent the inherently cyclic behaviour of rocks at low confinement. The main features of the behaviour evidenced by experiments in the literature depict a progressive degradation and strain of the material with the number of cycles. A constitutive law based on a boundary surface concept is developed. It represents the brittle failure of the material as well as its progressive degradation. Kinematic hardening of the yield surface allows the modelling of cycles. Isotropic softening on the cohesion variable leads to the progressive degradation of the rock strength. A limit surface is introduced and has a lower opening than the bounding surface. This surface describes the peak strength of the material and allows the modelling of a brittle behaviour. In addition a fatigue limit is introduced such that no cohesion degradation occurs if the stress state lies inside this surface. The model is validated against three different rock materials and types of experi-

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“…Hence, the constitutive model platform on which the anisotropy scheme is introduced is presented with the use of the usual (p, q) stress and (ep, cq) strain quantities, where p = (a z+ 20-0/3, q=o-z-ep= (ez+ 2er) and = 2(e, er)/3 . The modeling platform is based on the works by Manzari and Dafalias (1997) and its modification by Li and Dafalias (2000) that both did not account for inherent fabric anisotropy, and the subsequent extensions by Dafalias and Manzari (2004) and that introduced the fabric constitutive elements. The model is briefly outlined here in the triaxial space formulation, merely for better explanation of the introduced anisotropy scheme.…”

Section: Constants Ea and Hamentioning

confidence: 99%

Plasticity Modeling of the Effect of Sample Preparation Method on Sand Response

Papadimitriou¹,

Dafalias²,

Yoshimine

2005

SOILS AND FOUNDATIONS

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Experimental evidence shows that different preparation methods produce sand samples with distinctly different stress-strain response. This paper explores and draws conclusions from the measured differences on the monotonic undrained triaxial response of Toyoura sand, prepared by different methods at the same values of void ratio and initial effective stresses. This is achieved by comparing data and simulations performed with a recently developed plasticity constitutive model, which accounts for the effect of inherent fabric anisotropy on the mechanical response. The inherent fabric anisotropy is represented by a second order symmetric fabric tensor, and its effect on the response at different loading directions is expressed by an appropriate dependence of certain constitutive ingredients on a joint isotropic invariant of the loading direction and the fabric tensor. Use of this constitutive scheme to simulate the aforementioned data on Toyoura sand exploits the fact that the preparation method affects both the dilatancy and the hardening response in a systematic manner. Under the premise that these effects are due to the differentinherent fabric created by the preparation method, it follows that the foregoing simulations do not require changes in constitutive equations or entirely different sets of model constants. On the contrary, only model constants related to this inherent fabric anisotropy scheme need readjustment, providing insight to how the sample preparation method affects the response and what can be done to model it.

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Simple Plasticity Sand Model Accounting for Fabric Change Effects

Cited by 809 publications

References 18 publications

Evaluation of coupled porewater pressure and stress-strain constitutive model in granular soils

Evaluation of coupled porewater pressure and stress-strain constitutive model in granular soils

Validation of a New Elastoplastic Constitutive Model Dedicated to the Cyclic Behaviour of Brittle Rock Materials

Plasticity Modeling of the Effect of Sample Preparation Method on Sand Response

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