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Influence of some particle characteristics on the small strain response of granular materials

Influence of some particle characteristics on the small strain response of granular materials
Influence of some particle characteristics on the small strain response of granular materials
The key parameters representing the small strain response of geomaterials are the very small strain shear modulus, Gmax, shear modulus degradation G/Gmax, and damping ratio. These are also important parameters in the design of foundations where only small deformation takes place. A review of the literature suggests that shear modulus and damping ratio at small strain are significantly influenced by void ratio and mean effective stress. They are also influenced by other parameters such as confinement time, anisotropy, number of loading cycles, and OCR, etc. However, there was little evidence in the literature showing the influence of particle characteristics on the small strain response of geomaterials.
In this research the effects of some particle characteristics such as particle size and particle shape on the small strain response of soils are investigated. Granular materials with different particle shapes, namely glass Ballotini with various diameters, Leighton Buzzard sand fraction B and E, glass glitter, glass nugget, as well as mixtures of Leighton Buzzard sand fraction B and 0.1 mm mica, are tested using a fixed-free resonant column apparatus (RCA).
The test results suggest that particle shape significantly influences the small strain response of geomaterials. Both particle form and particle roundness have correlations with the values of Gmax normalised by a void ratio function, F(e). Normalised Gmax increases with increasing sphericity and roundness of the particle. At the same void ratio, the stress exponent, n, elastic threshold strain, e, and shear modulus degradation, G/Gmax, for granular materials decrease with an increase in sphericity and roundness. Material damping ratio also increases with increasing sphericity and roundness.
Particle size was also found to significantly influence the small strain response of glass Ballotini. At the same void ratio and effective stress, Gmax increases with an increase in particle diameter. Elastic threshold strain, e, and G/Gmax also increase with an increase in particle diameter. In addition, stress exponent, n, and material damping ratio decrease with increasing particle diameter. It can be concluded that fine soils are more susceptible to an increment in shear strain and effective stress than coarse soils.
The addition of a small proportion of 0.1 mm mica to Leighton Buzzard sand fraction B (LBSB) considerably reduces Gmax, even though the void ratios of the mixtures are lower than those of the sand alone. The stiffness reduction of the mixtures of LBSB and 0.1 mm mica can be attributed to the effects of both platy particle shape and fine particle size of mica.
The effects of particle characteristics on the small strain response of geomaterials can be explained using the proposed porous discontinuous-solid model. A dry soil elementis assumed to consist of two phases, namely the pore and the discontinuous solid, where the stiffness of discontinuities is represented by a shear wave velocity through the contact network, Vcontact, which is a function of particle characteristics. Particle size and particle shape create both macro effects (e.g. effect of void ratio) and micro effects (at the contact level) on the small strain response of granular materials. The model postulates that an increase in void ratio will increase travel length, and hence decrease Vs. The model suggests that the macro effect of void ratio on Gmax can be normalised using the theoretical (universal) void ratio function, F(e) = (1 + e)?3, which can be applied for both clays and sands with various void ratio range. And by doing so, the micro effects of particle shape and particle size can be observed and taken into account using a particle characteristic coefficient, Cp, which increases with increasing particle diameter, sphericity, and roundness.
In addition, during testing relatively stiff specimens using the RCA, equipment compliance was observed, leading to an significant underestimation of the natural frequencies of the specimens. In order to identify the source of compliance and evaluate the influence of equipment compliance on the measured data using the RCA, several finite element (ABAQUS) models were developed. The numerical analysis results suggest that the stiffness of the drive mechanism, the mass and/or fixity of the test base, and calibration bar design significantly affect the test results. To correct for the effects of system compliance, a new model termed two spring model is developed. The model key parameters i.e. stiffness of the equipment, Kequipment, and mass polar moment of inertia of the drive mechanism, I0, can be calibrated through testing of a series of aluminium calibration bars.
Bui, Man T.
6ce02e80-14e1-4c82-887c-c3995f3b1ec1
Bui, Man T.
6ce02e80-14e1-4c82-887c-c3995f3b1ec1
Clayton, Christopher
8397d691-b35b-4d3f-a6d8-40678f233869
Priest, Jeffrey A.
b075689b-0700-484f-b9a6-11b1211a9aab

Bui, Man T. (2009) Influence of some particle characteristics on the small strain response of granular materials. University of Southampton, School of Civil Engineering and the Environment, Doctoral Thesis, 252pp.

Record type: Thesis (Doctoral)

Abstract

The key parameters representing the small strain response of geomaterials are the very small strain shear modulus, Gmax, shear modulus degradation G/Gmax, and damping ratio. These are also important parameters in the design of foundations where only small deformation takes place. A review of the literature suggests that shear modulus and damping ratio at small strain are significantly influenced by void ratio and mean effective stress. They are also influenced by other parameters such as confinement time, anisotropy, number of loading cycles, and OCR, etc. However, there was little evidence in the literature showing the influence of particle characteristics on the small strain response of geomaterials.
In this research the effects of some particle characteristics such as particle size and particle shape on the small strain response of soils are investigated. Granular materials with different particle shapes, namely glass Ballotini with various diameters, Leighton Buzzard sand fraction B and E, glass glitter, glass nugget, as well as mixtures of Leighton Buzzard sand fraction B and 0.1 mm mica, are tested using a fixed-free resonant column apparatus (RCA).
The test results suggest that particle shape significantly influences the small strain response of geomaterials. Both particle form and particle roundness have correlations with the values of Gmax normalised by a void ratio function, F(e). Normalised Gmax increases with increasing sphericity and roundness of the particle. At the same void ratio, the stress exponent, n, elastic threshold strain, e, and shear modulus degradation, G/Gmax, for granular materials decrease with an increase in sphericity and roundness. Material damping ratio also increases with increasing sphericity and roundness.
Particle size was also found to significantly influence the small strain response of glass Ballotini. At the same void ratio and effective stress, Gmax increases with an increase in particle diameter. Elastic threshold strain, e, and G/Gmax also increase with an increase in particle diameter. In addition, stress exponent, n, and material damping ratio decrease with increasing particle diameter. It can be concluded that fine soils are more susceptible to an increment in shear strain and effective stress than coarse soils.
The addition of a small proportion of 0.1 mm mica to Leighton Buzzard sand fraction B (LBSB) considerably reduces Gmax, even though the void ratios of the mixtures are lower than those of the sand alone. The stiffness reduction of the mixtures of LBSB and 0.1 mm mica can be attributed to the effects of both platy particle shape and fine particle size of mica.
The effects of particle characteristics on the small strain response of geomaterials can be explained using the proposed porous discontinuous-solid model. A dry soil elementis assumed to consist of two phases, namely the pore and the discontinuous solid, where the stiffness of discontinuities is represented by a shear wave velocity through the contact network, Vcontact, which is a function of particle characteristics. Particle size and particle shape create both macro effects (e.g. effect of void ratio) and micro effects (at the contact level) on the small strain response of granular materials. The model postulates that an increase in void ratio will increase travel length, and hence decrease Vs. The model suggests that the macro effect of void ratio on Gmax can be normalised using the theoretical (universal) void ratio function, F(e) = (1 + e)?3, which can be applied for both clays and sands with various void ratio range. And by doing so, the micro effects of particle shape and particle size can be observed and taken into account using a particle characteristic coefficient, Cp, which increases with increasing particle diameter, sphericity, and roundness.
In addition, during testing relatively stiff specimens using the RCA, equipment compliance was observed, leading to an significant underestimation of the natural frequencies of the specimens. In order to identify the source of compliance and evaluate the influence of equipment compliance on the measured data using the RCA, several finite element (ABAQUS) models were developed. The numerical analysis results suggest that the stiffness of the drive mechanism, the mass and/or fixity of the test base, and calibration bar design significantly affect the test results. To correct for the effects of system compliance, a new model termed two spring model is developed. The model key parameters i.e. stiffness of the equipment, Kequipment, and mass polar moment of inertia of the drive mechanism, I0, can be calibrated through testing of a series of aluminium calibration bars.

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Published date: 24 April 2009
Organisations: University of Southampton

Identifiers

Local EPrints ID: 72977
URI: https://eprints.soton.ac.uk/id/eprint/72977
PURE UUID: 227faeef-65cc-496a-805f-af45c260af39
ORCID for Christopher Clayton: ORCID iD orcid.org/0000-0003-0071-8437

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Date deposited: 25 Feb 2010
Last modified: 24 May 2019 00:37

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