Effect of Particle Grading on the Response of an Idealized Granular Assemblage

Yan, W. M.; Dong, Jingjing

doi:10.1061/(asce)gm.1943-5622.0000085

Cited by 120 publications

(44 citation statements)

References 37 publications

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“…It could be Advances in Civil Engineering concluded that the critical state stress ratio (M cs q/p ′ ) is constant for a given PSD. However, unlike past published studies which reported independency of M cs with C u [8,9], M cs was found to increase as d M increased in this study (Figure 8). is dependency of M cs with d M could be described by adopting the power law relationship given below:…”

Section: Critical State Strengthcontrasting

confidence: 99%

“…In these studies, the critical state line proposed by Li and Wang [7] was used to evaluate the effect of particle size distribution on the critical state of granular aggregates. rough discrete element modelling of granular aggregates, the critical state stress ratio (M cs ) was found to be insensitive to any change in the coefficient of uniformity (C u ), but the critical state parameters (e cs0 , λ s ) in the e − (p ′ /p a ) ξ plane decreased with the increase in C u [8,9]. However, the effect of d M on the critical state of granular soil is still largely unknown.…”

Section: Introductionmentioning

confidence: 99%

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Influence of Particle Size Distribution on the Critical State of Rockfill

Gui

Jiang

Nimbalkar

et al. 2019

Advances in Civil Engineering

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In order to study the effect of particle size distribution on the critical state of rockfill, a series of large-scale triaxial tests on rockfill with different maximum particle sizes were performed. It was observed that the intercept and gradient of the critical state line in the e−p′ plane decreased as the grading broadened with the increase in particle size while the gradient of the critical state line in the p′−q plane increased as the particle size increased. A power law function is found to appropriately describe the relationship between the critical state parameters and maximum particle size of rockfill.

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Section: Critical State Strengthcontrasting

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Influence of Particle Size Distribution on the Critical State of Rockfill

Gui

Jiang

Nimbalkar

et al. 2019

Advances in Civil Engineering

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“…DEM simulations can capture the features of soil behaviour described by the critical state framework: researchers including Ng (2009), Yan & Dong (2011), Guo & Zhao (2013) and Huang et al (2014b) have confirmed that DEM simulations can give a critical state locus, while Hanley et al (2015) and Ciantia et al (2015) have confirmed that DEM simulations of crushable particles can generate a normal compression line. Although DEM has been widely adopted 3 by the soil mechanics community since its inception (O'Sullivan, 2014), energy is not routinely tracked in DEM simulations of quasi-static monotonic tests.…”

Section: Introductionmentioning

confidence: 92%

Energy dissipation in soil samples during drained triaxial shearing

2018

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The discrete element method was used to simulate drained triaxial compression of large-scale, polydisperse numerical samples at a range of void ratios while tracing all relevant energy components.The frictional dissipation and boundary work are almost equal regardless of sample density. The volumetric work reaches a steady value at large strain. However, the distortional work increases continually as sample deformation continues post-critical state. There is a preferential orientation for frictional dissipation at around 45° to the major principal stress direction. This matches the orientation at which there is the largest number of sliding contacts. The work equations, which are fundamental in most commonly used constitutive models, are linear when plotted against deviatoric strain. The Modified Cam Clay work equation substantially over-predicts the frictional dissipation for dense samples. An alternative, thermodynamically-consistent work equation gives a much better description of frictional dissipation and is therefore recommended to ensure accuracy in modelling.

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“…Desai (2001) and Desai et al (2005) have proposed the 'disturbed state' concept, which includes both the critical state and the asymptotic final (steady) state. Others have also researched microstructural models and used them in discrete-element and finiteelement approaches -for examples, see O'Sullivan (2011), Yan and Dong (2011), and Zhou and Randolph (2007). The generalised soil shear microstructure-based deformation model presented in this paper complements their work.…”

Section: Introductionmentioning

confidence: 67%

Generalised dynamical systems soil deformation model

Joseph¹

2014

Geotechnical Research

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, , σ σ σ principal effective stresses When sheared past failure, particles in a soil element move into the steady-state structure at random shear strains, behaving as a simple friction-based dynamical system that closely models test data for a wide range of soils, stress paths and drainage conditions. This paper reviews this dynamical systems approach and generalises it as follows: for any stress path, particles move at random shear strains into the final structure corresponding to the applied stresses; that is, the same friction-based dynamical system-based model of shear to failure applies to any stress path, not just to those that lead to failure. The model being general, it can be specialised for the particular case of one-dimensional consolidation -that is, shear along the K0 line. Such a specialisation reveals the commonly observed linear relationship between e and v logσ for one-dimensional consolidation and hence supports the generalisation.

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Effect of Particle Grading on the Response of an Idealized Granular Assemblage

Cited by 120 publications

References 37 publications

Influence of Particle Size Distribution on the Critical State of Rockfill

Influence of Particle Size Distribution on the Critical State of Rockfill

Energy dissipation in soil samples during drained triaxial shearing

Generalised dynamical systems soil deformation model

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