Bounding Surface Plasticity. II: Application to Isotropic Cohesive Soils

*A quien debe dirigirse la correspondencia RESUMEN el artículo muestra una revisión bibliográfi ca de los principales modelos que existen para el cálculo de la dilatancia en la roca. una vez explicado cada modelo, se procede a realizar el modelamiento matemático de ésta propiedad. Esto se realiza mediante datos suministrados por la literatura, las cuales son: esfuerzos sometidos a la roca σ1,σ2,σ3, ángulo de fricción interna ∅, pendiente de la línea de estado critico M, el parámetro de estado , y otras constantes que se requieren para cada modelo. Una vez hechos los cálculos de la dilatancia en la roca, se procede a validar el modelamiento con datos reales, los cuales también son suministrados por la literatura. En éstas pruebas se midió la dilatancia real en dos tipos de arena, (Banding y Miga) y se realizaron 5 pruebas. Finalmente éstas mediciones se compararon con los cálculos realizados, y así llegar a la conclusión de que el mejor modelo para predecir el fenómeno dilatante de una roca es el de Li & Dafalias.Palabras clave: Arenamiento, dilatancia, estado crítico, suelos granulares. Study and evaluation of mathematical models for estimating dilatancyABSTRACT the article shows a literature review of the main models that exist for the calculation of dilatancy in the rock, which is a property that has an application in the study of the phenomenon of sanding in oil wells. Having explained each model, we proceed to perform mathematical modeling of this property. This is done using data supplied by the literature, which are: strain in the rock σ1, σ2, σ3, internal friction angle ∅, slope of the critical state line M, the state parameter φ, and other constants which are required for each model. Once dilatancy calculations are made in the rock, we proceed to validate the modeling with real data, which are also supplied by the literature. in these tests, the dilatancy was measured in two types of sand, (Banding and crumb) from which 5 tests were done; these measurements were compared with calculations, and fi nally concludes that the best model to predict the dilatant rock phenomenon is Li & Dafalias.

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“…este reordenamiento hará que la permeabilidad aumente, gracias a esto, habrá mayor facilidad para que el crudo pesado fluya [10].…”

Section: Aplicacionesunclassified

Estudio Y Evaluación De Los Modelos Matemáticos Para La Estimación De La Dilatancia

Rondón

Fuentes

Quintero

2015

revfue

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“…To account for the non-linearity during non-virgin loading, extensions of the plasticity theory are proposed. Two popular approaches are (a) de"ning the non-virgin plastic modulus as a function of virgin plastic modulus at some reference points on the prestress surface (the yield surface before unloading) and the distance from the current stress point to the prestress surface [9,12], and (b) nested surface models…”

Section: Stress}strain Relations For Unloading and Reloadingmentioning

confidence: 99%

Implementation of DSC model and application for analysis of field pile tests under cyclic loading

Shao

Desai

2000

Int. J. Numer. Anal. Meth. Geomech.

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SUMMARYThe disturbed state concept (DSC) model, and a new and simpli"ed procedure for unloading and reloading behavior are implemented in a nonlinear "nite element procedure for dynamic analysis for coupled response of saturated porous materials. The DSC model is used to characterize the cyclic behavior of saturated clays and clay}steel interfaces. In the DSC, the relative intact (RI) behavior is characterized by using the hierarchical single surface (HISS) plasticity model; and the fully adjusted (FA) behavior is modeled by using the critical state concept. The DSC model is validated with respect to laboratory triaxial tests for clay and shear tests for clay-steel interfaces. The computer procedure is used to predict "eld behavior of an instrumented pile subjected to cyclic loading. The predictions provide very good correlation with the "eld data. They also yield improved results compared to those from a HISS model with anisotropic hardening, partly because the DSC model allows for degradation or softening and interface response.

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“…Following Dafalias and Herrmann (1986) as well as Pestana and Whittle (1999), the same isotropic hardening law as in the MCC model is assumed for 0 p , 00 1 p v e dp p d…”

Section: Plastic Modulusmentioning

confidence: 99%

“…Remedying methods have been proposed to overcome this drawback associated with OC clay modeling. In their bounding surface models, Dafalias and Herrmann (1986) as well as Ling et al (2002), for example, have chosen a mapping center in the p-axis located in between the origin and the apex of the bounding surface (see Fig. 2).…”

Section: Introductionmentioning

confidence: 99%

Dilatancy Relation for Overconsolidated Clay

2017

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A distinct feature of overconsolidated (OC) clays is that their dilatancy behavior is dependent on the degree of overconsolidation. Typically, a heavily OC clay shows volume expansion while a lightly OC clay exhibits volume contraction when subjected to shear. Proper characterization of the stress-dilatancy behavior proves to be important for constitutive modeling of OC clays. This paper presents a dilatancy relation in conjunction with a bounding surface or subloading surface model to simulate the behavior of OC clays. At the same stress ratio, the proposed relation can

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Bounding Surface Plasticity. II: Application to Isotropic Cohesive Soils

Cited by 267 publications

References 8 publications

Estudio Y Evaluación De Los Modelos Matemáticos Para La Estimación De La Dilatancia

Estudio Y Evaluación De Los Modelos Matemáticos Para La Estimación De La Dilatancia

Implementation of DSC model and application for analysis of field pile tests under cyclic loading

Dilatancy Relation for Overconsolidated Clay

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