Effect of particle shape and validity of<mml:math xmlns:mml="http://www.w3.org/1998/Math/MathML" altimg="si1.gif" overflow="scroll"><mml:mrow><mml:msub><mml:mrow><mml:mi>G</mml:mi></mml:mrow><mml:mrow><mml:mi mathvariant="italic">max</mml:mi></mml:mrow></mml:msub></mml:mrow></mml:math>models for sand: A critical review and a new expression

Payan, Meghdad; Khoshghalb, Arman; Senetakis, Kostas; Khalili, Nasser

doi:10.1016/j.compgeo.2015.11.003

Cited by 134 publications

(45 citation statements)

References 25 publications

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“…The regularity has been recently used by Payan et al [16] in order to effectively capture the effect of particle shape on small-strain shear modulus of sands under isotropic loading conditions. In order to quantify the shape descriptors for the tested materials, thirty randomly-selected particles from each sand were observed carefully through an optical microscope.…”

Section: Sand Namementioning

confidence: 99%

“…In their previous work, the authors have developed a G max model for sands under isotropic loading condition which, unlike other models in the literature, includes the effects of both gradation as well as particle shape ( [16]). This model is used in this study as the basis for the development of a G max model which includes the effect of anisotropic loading condition.…”

Section: Development Of a Model For G Max Of Sands Subjected To Anisomentioning

confidence: 99%

“…Given that the parameter n is not a function of the mean grain size (d 50 ) for the granular soils with mean particle sizes less than 2 mm ( [14,16,20,25]), parameter α is also assumed to be independent of the mean grain size (d 50 ). Furthermore, in the absence of evidence to the contrary, it is assumed that the effects of the coefficient of uniformity and particle shape on α can be decoupled, yielding the following reduced form for the small-strain shear modulus:…”

Section: Development Of a Model For G Max Of Sands Subjected To Anisomentioning

confidence: 99%

“…max isotropic a n in which f(e) is the void ratio function, p a is the reference atmospheric pressure for normalisation purposes and A and n are the model parameters which are functions of the coefficient of uniformity (C u ) and particle shape ( [2,3,16,20]). …”

Section: Introductionmentioning

confidence: 99%

“…Moreover, following the critical state soil mechanics framework, only two out of the three state variables e, p′ and OCR are required to identify the state of a given dry or saturated soil subjected to isotropic stresses; i.e. rendering the third state variable redundant ( [16]). In addition, previous studies of the smallstrain stiffness of anisotropically loaded granular soils have been limited to one or two specific types of sands; thus, the potential influence of different sand properties, including grain size characteristics and particle shape, have not been systematically investigated.…”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

Small-strain stiffness of sand subjected to stress anisotropy

Payan

Khoshghalb

Senetakis

et al. 2016

Soil Dynamics and Earthquake Engineering

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Section: Sand Namementioning

confidence: 99%

Section: Development Of a Model For G Max Of Sands Subjected To Anisomentioning

confidence: 99%

Section: Development Of a Model For G Max Of Sands Subjected To Anisomentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Small-strain stiffness of sand subjected to stress anisotropy

Payan

Khoshghalb

Senetakis

et al. 2016

Soil Dynamics and Earthquake Engineering

Self Cite

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A poly‐superellipsoid‐based approach on particle morphology for DEM modeling of granular media

Zhao

2019

Num Anal Meth Geomechanics

108

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Summary Particle morphology plays a key role in affecting physical and mechanical behaviors of granular media. While various mathematical approaches and shape descriptors have been proposed to describe the morphological properties of granular particles, it remains a challenge to effectively incorporate them for efficient discrete modeling of granular materials. This study presents a new poly‐superellipsoid‐based approach for three‐dimensional discrete element method (DEM) modeling of non‐spherical convex particles. A uniform mathematical description of 3D poly‐superellipsoidal surface is employed to represent a realistic granular particle, which is shown to be versatile and effective in reproducing a wide range of shape features (including elongation, flatness, angularity, and asymmetry) for real particles in nature. A novel optimization approach based on hybrid Levenberg‐Marquardt (LM) and Gilbert‐Johnson‐Keerthi (GJK) algorithms is further developed for efficient and robust contact detection in DEM simulation of poly‐superellipsoidal assemblies. Simulations of granular packing and triaxial compression tests show that the proposed approach is generally robust and efficient for both dynamic and quasistatic modeling of granular media.

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Lower bound analysis of modified pseudo‐dynamic lateral earth pressures for retaining wall‐backfill system with depth‐varying damping using FEM‐Second order cone programming

Fathipour

Payan

Chenari

et al. 2021

Num Anal Meth Geomechanics

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Realistic constitutive ground models are critical in the evaluation of soilstructure interaction problems and the assessment of key design parameters in the seismic analysis of infrastructure systems. In the present study, the modified pseudo-dynamic lateral earth pressures acting on retaining structure with granular backfill of depth-varying damping ratio are evaluated adopting the lower bound limit analysis in conjunction with the finite element (FE) discretization method using second-order cone programming (SOCP). The earthquake loading is simulated by the propagation of shear and primary waves through nonconstant inertia forces in the horizontal and vertical directions, respectively. The influence of varying damping ratio alongside the retaining wall height on the seismic active and passive lateral earth pressures is effectively taken into account by adopting well-established formulas published in the literature. It is shown that failing to consider the damping variation with depth while performing the modified pseudo-dynamic analysis could lead to precarious, unrealistic estimates of design parameters. K E Y W O R D Sfinite element limit analysis (FELA), lateral earth pressure, lower bound, material damping, modified pseudo-dynamic method, second-order cone programming (SOCP)

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Effect of particle shape and validity ofGmaxmodels for sand: A critical review and a new expression

Cited by 134 publications

References 25 publications

Small-strain stiffness of sand subjected to stress anisotropy

Small-strain stiffness of sand subjected to stress anisotropy

A poly‐superellipsoid‐based approach on particle morphology for DEM modeling of granular media

Lower bound analysis of modified pseudo‐dynamic lateral earth pressures for retaining wall‐backfill system with depth‐varying damping using FEM‐Second order cone programming

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