Drained cavity expansion in sands exhibiting particle crushing

Russell, Adrian R.; Khalili, Nasser

doi:10.1002/nag.203

Cited by 72 publications

(79 citation statements)

References 32 publications

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“…However, there is experimental evidence that the CSL for sands in the u-ln p 0 plane may not be straight as it is affected by particle crushing at high stresses [19,20]. In this study the CSL for saturated sands is assumed to take the form of three linear segments (illustrated in Figure 1) as identified by Russell and Khalili [21] through a review of several sets of experimental data across a wide stress range. The three linear segments are defined by the six material parameters l 0 ; G 0 ; u cr ; l cr ; u f and l f : l 0 and G 0 are the slope of the initial portion of the CSL and its specific volume at p 0 ¼ 1 kPa; respectively; u cr is the specific volume at the onset of particle crushing; l cr is the slope during the particle crushing stage; and u f and l f are the specific volume at the end of crushing and the slope of the CSL at extremely high stresses, respectively.…”

Section: The Critical Statementioning

confidence: 97%

A unified bounding surface plasticity model for unsaturated soils

Russell

Khalili

2006

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

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150

114

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SUMMARYA unified constitutive model for unsaturated soils is presented in a critical state framework using the concepts of effective stress and bounding surface plasticity theory. Consideration is given to the effects of unsaturation and particle crushing in the definition of the critical state. A simple isotropic elastic rule is adopted. A loading surface and a bounding surface of the same shape are defined using simple and versatile functions. The bounding surface and elastic rules lead to the existence of a limiting isotropic compression line, towards which the stress trajectories of all isotropic compression load paths approach. A nonassociated flow rule of the same general form is assumed for all soil types. Isotropic hardening/softening occurs due to changes in plastic volumetric strains as well as suction for some unsaturated soils, enabling the phenomenon of volumetric collapse upon wetting to be accounted for. The model is used to simulate the stress-strain behaviour observed in unsaturated speswhite kaolin subjected to three triaxial test load paths. The fit between simulation and experiment is improved compared to that of other constitutive models developed using conventional Cam-Clay-based plasticity theory and calibrated using the same set of data. Also, the model is used to simulate to a high degree of accuracy the stress-strain behaviour observed in unsaturated Kurnell sand subjected to two triaxial test load paths and the oedometric compression load path. For oedometric compression theoretical simulations indicate that the suction was not sufficiently large to cause samples to separate from the confining ring.

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Section: The Critical Statementioning

confidence: 97%

A unified bounding surface plasticity model for unsaturated soils

Russell

Khalili

2006

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

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150

114

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“…9 (Coop and Lee, 1993; Vesi ác and Clough, 1968). Although some researchers have modeled such a curved critical state zone involving the eŠect of crushing by two or three-part critical state lines (for example, Russell and Khalili, 2002), the grading state index rises during particle crushing and the material changes. This is, hence, not a critical state line for a single, constant grading.…”

Section: In‰uence Of the Increasing Grading State Index On Mechanicalmentioning

confidence: 99%

Particle Crushing and Deformation Behaviour

Kikumoto

Wood²,

Russell

2010

Soils and Foundations

140

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Particle breakage occurs in granular materials with various engineering applications, such as when driving piles (especially where the strength of the particles is low) and in debris ‰ows (where the energy levels are high), and the in‰uence of this breakage on the mechanical behaviour of soils should be given proper consideration in a constitutive model for soils. Particle breakage results in an increase in the number ofˆne particles and broadens the grading of particle sizes, and the primary eŠect of broadening the grading is to lower the critical state line and other characteristics of the volumetric response in the compression plane. In our study, an existing constitutive model, the Severn-Trent sand model, in which the critical state line plays a central role as the locus of asymptotic states, has been extended to include the eŠects of particle breakage. Severn-Trent sand is a frictional hardening Mohr-Coulomb model described within a kinematic hardening, bounding surface framework. The central assumption is that strength is seen as a variable quantity, dependent on the current value of the state parameter (volumetric distance from the critical state line) which varies with changes in density and stress levels. If the critical state line falls as a result of broadening grading, the state parameter tends to increase and the soil feels looser.

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“…1996;Daouadji et al 2001;Russell and Khalili 2002;Einav 2007a;Kikumoto et al 2010). It is 187 important to note that even though this behavior might look similar to the compressibility curve 188 of a soil (volume-pressure relationship), they represent different concepts that are difficult to 189 relate.…”

Section: Distribution 185mentioning

confidence: 99%

Particle breakage in granular materials — a conceptual framework

Konrad

Salami

2018

Can. Geotech. J.

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A simple, yet complete framework is introduced with the aim of modelling grain breakage in soils and crushable granular materials. The evolution of grain breakage is measured using a specific parameter of the grain-size distribution. The evolution of this new breakage parameter is related to the applied mechanical work, which allows the predictions to be independent of the stress paths. The correlation function proposed is trilinear, and is capable of describing the initiation, development, and stabilization of breakage. The initial state, coupled with three additional parameters, is used to calibrate this function. The three parameters are related to a grain specific quantity representing the strength of the particles that form the granular medium. The theory of fractal fragmentation is adopted, and the final state is considered to be unique and described by a single parameter: the fractal dimension. When tested against experimental results, this model was able to correctly predict the crushable behavior of a sand.

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Drained cavity expansion in sands exhibiting particle crushing

Cited by 72 publications

References 32 publications

A unified bounding surface plasticity model for unsaturated soils

A unified bounding surface plasticity model for unsaturated soils

Particle Crushing and Deformation Behaviour

Particle breakage in granular materials — a conceptual framework

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