Non-Associated Plasticity for Soils, Concrete and Rock

Vermeer, P. A.; Borst, René de

doi:10.1007/978-94-017-2653-5_10

Cited by 341 publications

(420 citation statements)

References 28 publications

(28 reference statements)

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“…In the continuum model, different techniques are implemented; the most common ones are softening plasticity and damage mechanics models. In the softening approach, rock friction angle or cohesion can be considered to evolve by an invariant of plastic strain or plastic work (Vermeer and De Borst, 1984), while in the damage model, rock stiffness is reduced with deformation (De Borst, 2002). In the continuum framework, the geomaterial failure and localization of deformation can be studied as a bifurcation phenomenon as well (Rudnicki and Rice, 1975;Vardoulakis and Sulem, 1995).…”

Section: Introductionmentioning

confidence: 99%

Application of Dimensional Analysis in Calibration of a Discrete Element Model for Rock Deformation and Fracture

Fakhimi

Villegas

2006

Rock Mech. Rock Engng.

176

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SummaryA discrete element approach was used in the simulation of rock fracture. The numerical synthetic material was made of rigid circular particles or cylinders that have interaction through normal and shear springs. The cylinders were bonded to each other at the contact points to withstand the applied loads. To characterize the microscopic properties of this synthetic material, a dimensional analysis approach was presented. It was shown that the dimensionless parameters and graphs obtained were useful tools for fast and efficient calibration of a synthetic material. This calibration method was employed for finding a numerical model for Pennsylvania Blue Sandstone. The numerical model could mimic many deformational and failure characteristics of the sandstone in both conventional and some non-conventional stress paths.

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Section: Introductionmentioning

confidence: 99%

Application of Dimensional Analysis in Calibration of a Discrete Element Model for Rock Deformation and Fracture

Fakhimi

Villegas

2006

Rock Mech. Rock Engng.

176

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“…For non-associated law [1] of plastic flow F ≠ f, where f is a function, that determines the condition of plasticity (f = 0). Plastic flow is given by equation:…”

Section: Description Of Selected Modelsmentioning

confidence: 99%

“…One of these solutions is using of multi-level retaining walls. 1 In this paper a few tasks are described, which are important in the design of retaining walls. One of the most important factors in numerical simulation of the interaction between retaining structures and soil base is the right choice of soil model.…”

Section: Introductionmentioning

confidence: 99%

The Interaction Features of the Multi-Level Retaining Walls with Soil Mass

Boyko

Skochko

Zhuk

2017

Civil and Environmental Engineering Reports

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The interaction features of multi-level retaining walls with soil base were researched by changing their geometric parameters and locality at the plan. During excavation of deep foundation pits it is important to choose the type of constructions which influences on the horizontal displacements. The distance between the levels of retaining walls should be based on the results of numerical modelling. The objective of this paper is to present a comparison between the data of numerical simulations and the results of the in-situ lateral tests of couple piles. The problems have been solved by using the following soil models: Coulomb-Mohr model; model, which is based on the dilatation theory; elastic-plastic model with variable stiffness parameters.

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“…1. At initial yield denoted by point B, the yield surface hardens by allowing the cohesion to increase nonlinearly with effective plastic strain up until point C. This type of hardening is termed ''cohesion hardening'' by Vermeer and de Borst (1984). Somewhere near point C, the specimen undergoes strain localization predicted by a localization condition, and so a jump in the displacement field is introduced to capture the discontinuity or slip along the shear band.…”

Section: Localization Modelmentioning

confidence: 99%

“…A linear regression of the stress-strain curves for the five experiments that resulted in failure by shear banding yields ␣ = 13.5 MPa and ␤ = 0.49. As for the dilatancy parameter b, Ord et al (1991) reported an average value of the continuum dilatancy angle = 20Њ prior to peak stress for the intact sandstone; assuming that the dilatancy parameter b varies with the continuum dilatancy angle in the same way that the DruckerPrager parameter ␤ varies with the continuum friction angle (Vermeer and de Borst 1984), we obtain b = 0.35 for thē sandstone.…”

Section: Model Parameters For Gosford Sandstonementioning

confidence: 99%

FE Modeling of Strain Localization in Soft Rock

Borja

Regueiro

Lai

2000

J. Geotech. Geoenviron. Eng.

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A finite-element (FE) model of localized deformation in soft rock taking a strong discontinuity approach is presented. The model is formulated within the context of rate-independent, nonassociated DruckerPrager plasticity with nonlinear cohesion hardening/softening. Strain localization is modeled as a jump in the displacement field and simulated within the framework of the FE method using the standard Galerkin approximation. The model is used to simulate the load-displacement behavior of Gosford sandstone deforming in plane strain, focusing on the prediction of the stress levels necessary to initiate strain localization, based on the strong and weak discontinuity criteria (jumps in displacement and strain, respectively), and on the demonstration of mesh-independence of the FE solutions in the bifurcated state. For the sandstone, the onset of weak discontinuity is detected first, before the onset of strong discontinuity, suggesting a possible coupling of the two types of discontinuities in the strain-softening regime.

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Non-Associated Plasticity for Soils, Concrete and Rock

Cited by 341 publications

References 28 publications

Application of Dimensional Analysis in Calibration of a Discrete Element Model for Rock Deformation and Fracture

Application of Dimensional Analysis in Calibration of a Discrete Element Model for Rock Deformation and Fracture

The Interaction Features of the Multi-Level Retaining Walls with Soil Mass

FE Modeling of Strain Localization in Soft Rock

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