ORCID Profile
0000-0001-8101-9093
Current Organisation
UNSW Sydney
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Research Topics
In Research Link Australia (RLA), "Research Topics" refer to ANZSRC FOR and SEO codes. These topics are either sourced from ANZSRC FOR and SEO codes listed in researchers' related grants or generated by a large language model (LLM) based on their publications.
Top 5 Research Topics
ANZSRC Field of Research (FoR)
Civil Engineering | Civil Geotechnical Engineering | Geotechnical Engineering | Geomechanics | Construction Engineering | Resources Engineering and Extractive Metallurgy | Earthquake Engineering | Composite and Hybrid Materials |
ANZSRC Socio-Economic Objective (SEO)
Civil Construction Design | Management of Solid Waste from Mineral Resource Activities | Commercial Construction Design | Industrial Construction Design | Expanding Knowledge in Engineering | Earth sciences | Coal Mining and Extraction | Metals (e.g. Composites, Coatings, Bonding) | "Stone, ceramics and clay materials" | Primary Mining and Extraction of Mineral Resources not elsewhere classified | Rail Infrastructure and Networks
Related Links
Publications
Cone penetration tests in unsaturated silty sands
Publisher: Canadian Science Publishing
Date: 03-2016
Abstract: Very little is known about how to interpret cone penetration tests (CPTs) when performed in unsaturated soils. The few published studies on CPTs in unsaturated soils have focused on either clean sands or silt. In this study, new results of laboratory-controlled CPTs in an unsaturated silty sand are presented. Silty sand exhibits hydraulic hysteresis and suction hardening. Suction is observed to have a pronounced effect on measured cone penetration resistance. For an isotropic net confining stress of 60 kPa, it is observed that higher suctions give rise to cone penetration resistances that are 50% larger than those for lower suctions. A semi-theoretical correlation is presented that links measured cone penetration resistances to initial relative density and mean effective stress. Suction has an influence on cone penetration resistances through suction hardening, as well as its contribution to effective stress. For this silty sand, it is shown that failing to account for suction may result in significant overestimations and unsafe predictions of soil properties from measured cone penetration resistances.
Field and laboratory investigation of rainfall-triggered slope failure in unsaturated loess soils, New Zealand
Publisher: EDP Sciences
Date: 2020
DOI: 10.1051/E3SCONF/202019501017
Abstract: Shallow rainfall triggered slope failures occur frequently in loess and loess-derived deposits across the South Island, New Zealand. These failures, which occur in both natural slopes and engineered cuttings, impact road infrastructure, residential housing and rural land use. When dry, the loess can form near vertical cuttings. However, with increase in moisture content loess slopes become susceptible to shallow slope failures. To date, the influence of negative pore-water pressure (suction) on the stability of loess slopes in New Zealand has not been well understood. In this paper, data from long term in situ field monitoring of rainfall, suction and volumetric water content from a loess slope in Banks Peninsula, Canterbury are presented with laboratory triaxial test results undertaken on undisturbed unsaturated loess s les. Field and laboratory soil responses to wetting and drying are compared, and the characteristics of rainfall events which reduce suction in situ and therefore slope stability are discussed.
Interaction of a rotating rigid retaining wall with an unsaturated soil in experiments
Publisher: Thomas Telford Ltd.
Date: 05-2016
Abstract: The results of six retaining wall model tests are reported. The model tests consisted of a rigid retaining wall rotating about its toe into unsaturated and dry silty sand s les. For a given moisture content, the net earth pressures normal to the wall were largest in the densest s les. For a given density, the net earth pressures were largest in the s les with the largest suctions. As suction increased so did the soil stiffness, causing rupture surfaces to form and earth pressures to mobilise more rapidly as wall rotation progressed. However, similar rupture surface patterns eventually formed at large rotations whatever the initial suction. The earth pressure profiles and local mobilised earth pressure coefficients at large wall rotations, when interpreted using the effective stress concept, depended on s le density and were independent of suction. Simple functions defining the earth pressure profiles at large rotations are given and may be used to aid retaining wall design in similar soils.
Liquefaction Potential and Effective Stress of Fiber-Reinforced Sand during Undrained Cyclic Loading
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-2021
Cost and embodied carbon reductions in cutter soil mix walls through fibre reinforcement
Publisher: Thomas Telford Ltd.
Date: 20-02-2017
Cavity Expansion Theory and the Cone Penetration Test in Unsaturated Sands
Publisher: American Society of Civil Engineers
Date: 17-03-2006
Crack development in transversely isotropic sandstone discs subjected to Brazilian tests observed using digital image correlation
Publisher: Elsevier BV
Date: 07-2019
Pore shapes, volume distribution and orientations in monodisperse granular assemblies
Publisher: Springer Science and Business Media LLC
Date: 05-09-2015
Incorporating suction in to stability charts for unsaturated soil slopes
Publisher: The Japanese Geotechnical Society
Date: 30-04-2019
A compression line for soils with evolving particle and pore size distributions due to particle crushing
Publisher: Thomas Telford Ltd.
Date: 15-03-2011
Abstract: In this study it is supposed that energy is dissipated in two ways when particle crushing occurs. The first is the release of strain energy stored in the crushed particle and is analogous to the creation of surface. The second is due to the load redistribution and change of stored strain energy of the surrounding soil. Terms for these two mechanisms are included in a Cam-clay type energy equation. By defining particle and pore size distributions during the crushing process using fractals, and by equating particle and pore surface areas, a closed-form expression is obtained for a limiting compression line in the double logarithmic voids ratio–stress plane. The limiting compression line and the evolving particle size distribution are matched well by the theory for two silica sands loaded in oedometric compression to high stresses. Evidently, energy dissipation due to load redistribution is significantly larger than energy dissipation due to the creation of surface.
Cavity expansion in unsaturated soils exhibiting hydraulic hysteresis considering three drainage conditions
Publisher: Wiley
Date: 27-04-2015
DOI: 10.1002/NAG.2379
Energy dissipation from particulate systems undergoing a single particle crushing event
Publisher: Springer Science and Business Media LLC
Date: 22-03-2013
Particle Crushing in Granular Assemblies
Publisher: AIP
Date: 2009
DOI: 10.1063/1.3180069
Cohesion and suction induced hang-up in ore passes
Publisher: Elsevier BV
Date: 09-2016
The Shapes of Collapsed Sinkholes at Limiting Equilibrium
Publisher: Springer Singapore
Date: 2021
Development of a new calibration chamber for conducting cone penetration tests in unsaturated soils
Publisher: Canadian Science Publishing
Date: 02-2011
DOI: 10.1139/T10-056
Abstract: A calibration chamber has been developed to conduct laboratory-controlled cone penetration tests in unsaturated soils. The chamber allows independent application of lateral and vertical pressures to an unsaturated soil specimen. Horizontal pressure is applied by cell water pressure pushing on a rubber membrane enclosing the specimen, while vertical pressure is maintained by a hydraulic loading ram at the base of the specimen. Suction is controlled using the axis-translation technique. Air pressure is applied to the top of the chamber where it spreads uniformly across the top of the specimen. Pore-water pressure is applied through eight high air-entry value porous disks embedded in the bottom plate. A particularly original aspect of the chamber design is the specimen formation system comprising four moveable cylinder quarters, which enables the creation of specimens of repeatable properties from a variety of soil types. The results of typical cone penetration tests conducted on dry, saturated, and unsaturated sand specimens are presented and highlight the contribution of suction to cone penetration resistance.
Micro-scale anisotropy of contacts and pores in granular media
Publisher: EDP Sciences
Date: 2017
Modelling the Undrained Response of Fibre Reinforced Sands
Publisher: Elsevier BV
Date: 08-2011
DOI: 10.3208/SANDF.51.625
Cavity expansions in two silty tailings with high degrees of saturation and a comparison to CPT results
Publisher: Elsevier BV
Date: 12-2023
Bearing capacity of strip footings on unsaturated soils by the slip line theory
Publisher: Elsevier BV
Date: 04-2016
Cyclic resistance of a decomposed granite
Publisher: EDP Sciences
Date: 2019
DOI: 10.1051/E3SCONF/20199208009
Abstract: An important issue surrounding the identification of liquefaction susceptibility using laboratory testing is how well the soil s le being tested represents the soil in the field. Undisturbed s les are difficult and costly to obtain, while reconstituted soil s les must have a structure and fabric that represents in situ conditions as closely as possible. Recent laboratory tests on sand s les revealed that liquefaction resistance is strongly affected by the s le preparation technique, as different techniques result in different fabrics and structures. The same may be true for silty sand s les, although they have not been given the same research attention. Thus, this paper presents cyclic triaxial test results on non-plastic silty sand s les (a decomposed granite) and determines the number of cycles required to cause liquefaction, considering different failure criterion as well as different confining pressures, cyclic strength ratios and s le preparation techniques. The techniques include dry and slurry deposition. The experimental results show that the preparation technique does not have a significant influence on cyclic resistance.
Particle Crushing and Deformation Behaviour
Publisher: Elsevier BV
Date: 08-2010
DOI: 10.3208/SANDF.50.547
Evolving pore orientation, shape and size in sheared granular assemblies
Publisher: Springer Science and Business Media LLC
Date: 23-11-2019
Pore-size evolution of a hydraulically deposited silty sand due to drying and rewetting
Publisher: Thomas Telford Ltd.
Date: 09-2021
Abstract: This study investigates the effects of drying and rewetting on the pore-size distribution in a silty sand. It is shown that drying reduces the void ratio and at the same time alters the pore-size distribution although not with all sizes of pores reducing in volume. As the extent of drying increased the volume fraction of the larger pores increased while the volume fraction of the smaller pores decreased. Subsequent rewetting does not alter or reverse the pore rearrangement in a significant way. Inferred and directly measured soil−water characteristic curves are characterised using fractal theory. Increased drying increases the slopes of scanning curves and reduces air entry and air expulsion suctions. There is no significant change to the fractal dimension of the pore-size distribution. In practice, the drying-induced pore rearrangement could lead to a stability concern, especially for marginally stable soil deposits, as larger pores become greater in number, a change not erased by rewetting, likely making the soil more prone to collapse or liquefaction.
Cavity Expansion in Soil of Finite Radial Extent
Publisher: Trans Tech Publications, Ltd.
Date: 05-2014
DOI: 10.4028/WWW.SCIENTIFIC.NET/AMM.553.464
Abstract: The problem of drained cavity expansion in a soil of finite radial extent is investigated. Spherical cavities expanded from zero radius subjected to a constant stress condition at the finite boundary are considered. The new analytical solution procedure presented enables more advanced constitutive models to be implemented than possible than when using other solution procedures. Cavity expansion results generated for a Sydney quartz sand highlight substantial differences between cavity limit pressures for boundaries of finite and infinite radial extent.
Reply to the discussion by Dallo on “Influence of particle-size distribution homogeneity on shearing of soils subjected to internal erosion”
Publisher: Canadian Science Publishing
Date: 2021
Analytical derivation of water retention for random monodisperse granular media
Publisher: Springer Science and Business Media LLC
Date: 20-04-2017
9th World Congress on Computational Mechanics and 4th Asian Pacific Congress on Computational Mechanics
Publisher: IOP Publishing
Date: 07-2010
Liquefaction responses of fibre reinforced sand in shaking table tests with a laminated shear stack
Publisher: Elsevier BV
Date: 11-2022
Slip line theory applied to a retaining wall-unsaturated soil interaction problem
Publisher: Elsevier BV
Date: 2014
The unsaturated characteristics of natural loess in slopes, New Zealand
Publisher: Thomas Telford Ltd.
Date: 10-2023
Abstract: Loess and loess-derived soils in the Akaroa harbour area of New Zealand are typically unsaturated and vulnerable to shallow landsliding during rainfall events. In this paper, the water retention properties and unsaturated shear strength of these materials are characterised using laboratory testing and long-term field instrumentation. Because the pore size distribution of the loess is fractal, the laboratory-derived soil-water characteristic curve is described mathematically using a series of power-law relationships. The same soil-water characteristic curve applies to both recompacted and intact loess when suction is normalised by the air entry value. Stress–strain behaviours of the recompacted and intact loess exhibit significant differences, however. The unique microstructure of the intact loess contributes to its larger shear strength. Long-term field instrumentation data, including suction and volumetric water content, indicate that the hydraulic state of in situ loess remained on a scanning curve for the duration of the monitoring period, despite the occurrence of significant wetting events. This, in combination with triaxial test results, allows the contribution of suction to unsaturated shear strength to be quantified. Temporal variations in suction's contribution to strength confirms seasonal variability in unsaturated shear strength and thus slope stability.
An Analytical Study of Failure of Transversely Isotropic Rock Discs Subjected to Various Diametrical Loading Configurations
Publisher: Elsevier BV
Date: 2017
The fall cone test in unsaturated soil and tailings pastes
Publisher: Thomas Telford Ltd.
Date: 03-2022
Abstract: The fall cone test (FCT) is usually performed in saturated paste-like geomaterials to determine their undrained shear strength or liquid limit. Here the test is used to determine strength when a geomaterial is unsaturated and paste-like in its consistency. A mechanics-based interpretation is used, where the pore air pressure, pore water pressure and suction which prevail around the cone tip post-test are incorporated in strength and bearing capacity equations. The pore air and water pressures combine to form an apparent cohesion that dominates cone penetration resistance and can be determined from a FCT result. When the volumetric air content (v a /v) is less than 0·15, s les become unvented and effectively sealed, and the FCT induces volumetric compression in the s le. This causes the apparent cohesion post-test to be smaller than the initial value. The ratio between the two is proportional to v a /v for three tailings in a unique way. The initial apparent cohesion ranged from 0·6 kPa to 28 kPa. The post-test value was smaller by an amount depending on v a /v. When v a /v 0·15, the pore air becomes connected to the atmosphere and very different pressure changes and volume changes occur around a penetrating cone, for which an alternative interpretation method is needed.
Bearing capacity of strip footings on unsaturated soils by the slip line theory
Publisher: EDP Sciences
Date: 2016
The cone penetration test in unsaturated silty sands
Publisher: EDP Sciences
Date: 2016
Modelling unsaturated silty tailings and the conditions required for static liquefaction
Publisher: Thomas Telford Ltd.
Date: 20-03-2023
Abstract: The potential for static liquefaction of tailings is a major focus in the design and operation of tailings storage facilities. This research models the behaviour of unsaturated tailings, with a variety of degrees of saturation, addressing the propensity for static liquefaction during monotonic loading. Unsaturated triaxial tests, including constant suction conditions and constant water–air mass conditions, were performed. A bounding surface plasticity model was used to simulate the results. The constant mass condition is relevant to undrained closed-system loading, which may prevail during fast deformation after the tailings becomes unstable, when the air and water in the pore space remain locked inside the tailings. Boyle's law and hydraulic hysteresis were accounted for to model the changes of pore air and water pressures, and suction, with the change in tailings volume. Good agreement was achieved between test results and model simulations. Additional simulations to mimic rising water tables under constant total stress states in the field, situations that may trigger instabilities, are also shown. Results are added to charts which relate peak and post-liquefaction strengths, as well as collapse lines, to measures of initial state, for unsaturated conditions, which may be of use in practice.
Rigid retaining walls interacting with unsaturated soils in axial symmetry
Publisher: Springer Singapore
Date: 21-10-2018
Bearing Capacity of Shallow Foundations in Unsaturated Soil Considering Hydraulic Hysteresis and Three Drainage Conditions
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2017
A sample formation procedure to obtain homogeneous post-erosion particle size distribution
Publisher: EDP Sciences
Date: 2019
DOI: 10.1051/E3SCONF/20199202015
Abstract: Internal erosion (suffusion) is caused by water seeping through the matrix of coarse soil and progressively transporting out fine particles. The mechanical strength of soils within water retaining structures may be affected after internal erosion occurs. However, most experimental investigations on the mechanical consequences of internal erosion have used triaxial tests on s les having nonhomogeneous particle size distributions along their lengths. Such nonhomogeneities arise from the most commonly used s le formation procedure, in which seeping water enters one end of a s le and washes fine particles out the other. In this paper a new soil s le formation procedure is presented which results in homogeneous particle size distributions along the direction of seepage, that is at all locations along a s le's length.
Point load tests and strength measurements for brittle spheres
Publisher: Elsevier BV
Date: 02-2009
The cone penetration test in unsaturated sands
Publisher: Thomas Telford Ltd.
Date: 11-2013
Abstract: Laboratory-controlled cone penetration test results for an unsaturated sand are presented, obtained using a suction-controlled calibration chamber. The cone penetration resistances are found to increase significantly, owing to the presence of suction, when compared with those for saturated or dry states, for a given relative density and net confining stress. Increases of as much as 50% for a relative density of 0·33 and net confining stress of 50 kPa are recorded. When suction is included in the effective stress, the same semi-empirical expressions used for saturated sands are found to link penetration resistance to the relative density and effective confining stress. The expressions may also be used to back-calculate the suction changes in a soil profile when cone penetration resistances for two unsaturated states are known. It is also shown that failure to account for suction influences may lead to significant and non-conservative overestimations of relative density or peak friction angle.
Crushing of particles in idealised granular assemblies
Publisher: Elsevier BV
Date: 08-2009
A comparison of critical state models for sand under conditions of axial symmetry
Publisher: Thomas Telford Ltd.
Date: 02-2010
DOI: 10.1680/GEOT.8.P.052.3714
Abstract: Three constitutive models constructed within the spirit of critical state soil mechanics are summarised and compared under conditions of axial symmetry. The models have been calibrated using drained and undrained triaxial compression tests on Hostun sand. The quality of the in idual simulations is strongly influenced by the shape chosen for the critical state line at high stresses. Stress response envelopes have been produced in order to contrast the incremental stiffnesses that the models predict for stress and strain paths other than those used for simulation. Plots of second-order work have also been presented for each model. Negative second-order work for certain strain paths indicates the potential for instability and bifurcation of response. Non-associated flow is a basic feature of these models and potentially unstable states were found to occur at mobilised friction angles lower than the peak of the stress–strain response. The hardening moduli of the models are similar, even though they were developed from different starting assumptions.
Dimensionless Effective Flow Work for Estimation of Pier Scour Caused by Flood Waves
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-2017
Contours of saturated and unsaturated overhanging slopes at limiting equilibrium condition
Publisher: Wiley
Date: 15-11-2020
DOI: 10.1002/NAG.3008
Static liquefaction of fibre reinforced sand under monotonic loading
Publisher: Elsevier BV
Date: 08-2010
A unified bounding surface plasticity model for unsaturated soils
Publisher: Wiley
Date: 2006
DOI: 10.1002/NAG.475
Effects of Hydraulic Hysteresis and Drainage Conditions on Bearing Capacity of Unsaturated Soil Shallow Foundations
Publisher: American Society of Civil Engineers
Date: 20-06-2018
Strain rate dependency of uniaxial tensile strength in Gosford sandstone by the Distinct Lattice Spring Model with X-ray micro CT
Publisher: Elsevier BV
Date: 04-2014
A computational geometry approach to pore network construction for granular packings
Publisher: Elsevier BV
Date: 03-2018
Fibre reinforced sands: Experiments and modelling
Publisher: Elsevier BV
Date: 06-2010
Stability charts for curvilinear slopes in unsaturated soils
Publisher: Elsevier BV
Date: 08-2017
Cavity expansions in partially drained soils and a comparison to CPT results
Publisher: Elsevier BV
Date: 06-2023
Influences of suction on plate load tests on unsaturated silty sands
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2018
Microstructural pore changes and energy dissipation in Gosford sandstone during pre-failure loading using X-ray CT
Publisher: Elsevier BV
Date: 2013
A bounding surface plasticity model for sands exhibiting particle crushing
Publisher: Canadian Science Publishing
Date: 12-2004
DOI: 10.1139/T04-065
Abstract: A new bounding surface constitutive model for sands is presented and is suited to a wide range of stresses, including those sufficient to cause particle crushing. The basic concepts of critical state soil mechanics are shown to be valid, and a uniquely shaped critical state line is defined to capture the three modes of plastic deformation observed across a wide range of stresses, including particle rearrangement, particle crushing, and pseudoelastic deformation. A limiting isotropic compression line is separated from the critical state line in the υ In p′ plane by a constant shift along an elastic unloadreload line. In the deviator stress mean effective stress (qp′) plane, the loading and bounding surfaces are homologous about the origin and defined by a simple and versatile function. Isotropic hardening and softening of the loading and bounding surfaces are controlled by plastic volumetric strains. A commonly used non associative flow rule is adopted. Experimental results of monotonically loaded drained and undrained triaxial tests, isotropic compression tests, and oedometric compression tests are presented for a quartz sand and used to calibrate the model. Membrane penetration is accounted for in the model simulations of the test results. A single set of material parameters is introduced enabling rigorous and accurate predictions of stressstrain behaviour in sands.Key words: sand, bounding surface, plasticity, particle crushing.
Assessment of laboratory sample preparation for fibre reinforced sands
Publisher: Elsevier BV
Date: 10-2012
Unsaturated soil interacting with a rotating model wall
Publisher: Thomas Telford Ltd.
Date: 06-2013
Abstract: A new testing facility and set of procedures for performing retaining wall model tests in unsaturated soils are described. The facility enables a model wall to be rotated into or away from a soil s le about one of a number of rotation centres. The results of a single test in a decomposed granite s le are presented. The test s le was prepared using a modified moist t ing method involving a hand-held electric percussion compaction hammer. The compaction energy applied to each of ten thin layers of soil in forming the s le was controlled and enabled a uniform density to be achieved. Suction changes were measured using vibrating wire piezometers. Pressures on the wall were measured by earth pressure cells embedded in the wall face. Integrating the earth pressure profile enabled an equivalent load acting on the wall to be calculated, and was in reasonable agreement with the measured applied load. Soil deformations were recorded using photographic image velocimetry. The pattern of soil deformation observed, particularly strain localisations, was similar to those in tests on dry sands. The suction increases measured during the test were consistent with the volumetric dilation that occurred in the s le.
How water retention in fractal soils depends on particle and pore sizes, shapes, volumes and surface areas
Publisher: Thomas Telford Ltd.
Date: 04-2014
Abstract: Water retention in soils as a function of suction is important in many disciplines, including engineering when assessing soil strength in infrastructure, and land management, agriculture and eco-hydrology. Water retention is described mathematically using a soil-water characteristic curve (SWCC), and many equations have been proposed which link degree of saturation, suction and voids ratio. They are empirical and phenomenological in origin, rarely incorporate both the particle size distribution and a description of pore geometry, and may not be valid for a soil in which pore surface area must remain constant and equal to particle surface area. Here, focusing on fractal soils, by setting particle and pore surface areas equal and constant, analytical derivations are presented linking all parameters defining SWCCs to particle and pore geometry information, size distributions, shapes, volumes and surface areas. Descriptions of how pore shapes and volumes depend on voids ratio are incorporated. The derivations show two key parameters, the air entry value and air expulsion value, are linked to the voids ratio in power laws, giving theoretical justification to what is observed in experiments. The power exponent is the fractal dimension of the particle size distribution. The voids ratio dependent SWCCs provide very good fits to data for six soils. This discovery means that a SWCC for a single voids ratio can be made applicable to any other voids ratio using just the particle size distribution. It is anticipated that extending these ideas to non-fractal soils may involve replacing the fractal size distributions with size distributions of other mathematical forms to capture size, shape, volume and surface area dependencies.
Numerical Modeling of Consolidation of Unsaturated Soils Considering Hydraulic Hysteresis
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2018
Fractal-based estimation of hydraulic conductivity from soil–water characteristic curves considering hysteresis
Publisher: Thomas Telford Ltd.
Date: 09-01-2014
Abstract: A fractal-based approach is presented to estimate hydraulic conductivity from soil–water characteristic curves (SWCCs) exhibiting hydraulic hysteresis. By treating the pore geometry as a fractal it is possible to derive the hydraulic conductivity functions and water retention properties from the same set of parameters. A direct link exists between microstructural properties of the soil and the parameters. It is demonstrated, for a range of soils, that the hydraulic conductivity can be reasonably well estimated from known SWCCs. Analysis of flow in large unsaturated soil s les produced simulations of moisture content distribution in good agreement with measured data.
A model of bridge pier scour during flood waves
Publisher: Informa UK Limited
Date: 18-11-2016
Interaction between retaining walls and unsaturated soils in experiments and using slip line theory
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2017
Determination of fibre orientation distribution in reinforced sands
Publisher: Thomas Telford Ltd.
Date: 09-2007
On the linear elastic responses of the 2D bonded discrete element model
Publisher: Wiley
Date: 05-10-2018
DOI: 10.1002/NAG.2858
Failure, crack initiation and the tensile strength of transversely isotropic rock using the Brazilian test
Publisher: Elsevier BV
Date: 10-2019
Drained cavity expansions in soils of finite radial extent subjected to two boundary conditions
Publisher: Wiley
Date: 04-11-2011
DOI: 10.1002/NAG.1099
Incorporating suction in to the interpretation of plate load tests on unsaturated soils
Publisher: The Japanese Geotechnical Society
Date: 30-04-2019
Water retention characteristics of soils with double porosity
Publisher: Wiley
Date: 13-05-2010
Drained cavity expansion in sands exhibiting particle crushing
Publisher: Wiley
Date: 2002
DOI: 10.1002/NAG.203
Assessing Liquefaction Resistance of Fiber-Reinforced Sand Using a New Pore Pressure Ratio
Publisher: American Society of Civil Engineers (ASCE)
Date: 2020
Fibre reinforced sands: from experiments to modelling and beyond
Publisher: Wiley
Date: 05-10-2012
DOI: 10.1002/NAG.2142
Cone penetration tests in saturated and unsaturated silty tailings
Publisher: Thomas Telford Ltd.
Date: 14-07-2022
Abstract: Laboratory-controlled cone penetration test results for two silty tailings in a variety of saturated and unsaturated states, obtained using two calibration chambers, are presented then interpreted using a state parameter-based approach. For each, the cone penetration resistances, which increase due to the presence of suction when the tailings are unsaturated, can be normalised using the initial mean effective stress to establish a relationship with the initial state parameter. The relationship is applicable to saturated and unsaturated conditions, as long as the presence of suction hardening as well as the influence of suction on the mean effective stress are accounted for, and as long as the cone penetrations occur under drained conditions. The relationships enable state parameters to be back-calculated from normalised cone penetration resistances. The state parameters enable estimations of the tailings’ peak friction angles for drained loadings as well as their propensities to liquefy during undrained loadings. Application is demonstrated using cone penetration test soundings in the tailings storages from which the s les were taken, showing how in situ void ratios and state parameters, as well as future state parameters if the tailings were to become saturated, can be determined. Close agreements with direct measurements of void ratios are shown.
Influence of particle-size distribution homogeneity on shearing of soils subjected to internal erosion
Publisher: Canadian Science Publishing
Date: 11-2020
Abstract: Internal erosion (suffusion) is caused by water seeping through the matrix of coarse soil and progressively transporting out fine particles. The mechanical strength and stress–strain behavior of soils within water-retaining structures may be affected by internal erosion. Some researchers have set out to conduct triaxial erosion tests to study the mechanical consequences of erosion. Prior to conducting a triaxial test they subject a soil s le, which has an initially homogeneous particle-size distribution and density throughout, to erosion by causing water to enter one end of a s le and wash fine particles out the other. The erosion and movement of particles causes heterogeneous particle-size distributions to develop along the s le length. In this paper, a new soil s le formation procedure is presented that results in homogeneous particle-size distributions along the length of an eroded s le. Triaxial tests are conducted on homogeneous s les formed using the new procedure as well as heterogeneous s les created by the more commonly used approach. Results show that s les with homogeneous post-erosion particle-size distributions exhibit slightly higher peak deviator stresses than those that were heterogeneous. The results highlight the importance of ensuring homogeneity of post-erosion particle-size distributions when assessing the mechanical consequences of erosion. Forming s les using the new procedure enables the s le’s response to triaxial loading to be interpreted against a measure of its initially homogenous state.
Implementation of a modified Drucker–Prager model in the lattice spring model for plasticity and fracture
Publisher: Elsevier BV
Date: 03-2019
On the problem of cavity expansion in unsaturated soils
Publisher: Springer Science and Business Media LLC
Date: 10-08-2005
Drained volumetric behaviour and static liquefaction of very loose sand reinforced with synthetic fibres
Publisher: EDP Sciences
Date: 2019
DOI: 10.1051/E3SCONF/20199212001
Abstract: Synthetic fibres may be used to reinforce soils. Fibre reinforcement may, for ex le, improve the mechanical behaviour of very loose sand which is usually susceptible to static liquefaction. In this study, two types of polypropylene fibres are mixed into sand to explore the effect of fibre reinforcement on drained volumetric behaviour and undrained static liquefaction. Drained and undrained stress-controlled triaxial compression tests are conducted on both unreinforced and fibre reinforced s les which are in very loose states. It is observed that, under drained compression, both unreinforced and fibre reinforced s les show volumetric contraction. In undrained compression the excess pore water pressure eventually becomes almost equal to the initial confining stress in all s les. This represents a state of liquefaction in unreinforced s les, and they become fluidised indicating the effective stress has become zero. However, in reinforced s les, the fluidised condition is absent, indicating that a conventional type of liquefaction has not occurred. It is concluded that static liquefaction in very loose sand can be prevented by fibre reinforcement, as the induced tensile stress in fibres makes the effective stress (that is the stress carried by the soil skeleton) remain above zero even when the excess pore water pressure is equal to the confining stress.
Anisotropy of contact networks in granular media and its influence on mobilised internal friction
Publisher: Thomas Telford Ltd.
Date: 28-03-2017
DEM modelling of mini-triaxial test based on one-to-one mapping of sand particles
Publisher: Thomas Telford Ltd.
Date: 08-2021
Abstract: This paper presents a discrete-element method simulation of mini-triaxial tests on a sand with realistically shaped grains. It compares the results with physical experiments at multiple length scales, including the macroscopic s le length scale and the particle scale. A series of image-processing techniques were utilised to binarise, segment and label the raw data in images obtained from the mini-triaxial test. The images were obtained using an X-ray synchrotron radiation scanner. A spherical harmonic analysis was used to filter the image data and to reconstruct the natural particle morphology. Two parameters, these being the radius ratio of the smallest to largest sphere [Formula: see text] and a characteristic distance [Formula: see text] within the multisphere clump method, were chosen to represent the realistic particle morphology, balancing accuracy against computational cost. A one-to-one discrete-element model, where every particle in the physical experiment has its own numerical twin, was constructed. The discrete-element model was contained by a numerically generated flexible membrane allowing free deformation of the specimen under a prescribed confining stress, as in a physical triaxial test. Finally, attention was given to particle scale properties and their influences on the mechanical response of the discrete-element model. For a given strain rate it was found that shear modulus and friction coefficient affect the initial stiffness, the peak load and the dilation significantly. This study, and the simulation results within it, demonstrate that the proposed modelling approach is capable of reproducing macroscopic (e.g. stiffness, deviatoric stress response and volumetric response) and particle-level (e.g. displacement, rotation and branch vector orientation) behaviours that are very similar to what occurs within physical experiments, validating the effectiveness of the proposed one-to-one mapping technique.
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Start Date: 2015
End Date: 06-2017
Amount: $320,000.00
Funder: Australian Research Council
View Funded ActivityDiscovery Projects - Grant ID: DP1096497
Start Date: 2010
End Date: 12-2014
Amount: $270,000.00
Funder: Australian Research Council
View Funded ActivityDiscovery Projects - Grant ID: DP190103771
Start Date: 2019
End Date: 06-2023
Amount: $325,000.00
Funder: Australian Research Council
View Funded ActivityDiscovery Projects - Grant ID: DP140103142
Start Date: 02-2014
End Date: 12-2017
Amount: $420,000.00
Funder: Australian Research Council
View Funded ActivityLinkage Infrastructure, Equipment And Facilities - Grant ID: LE140100010
Start Date: 2014
End Date: 12-2016
Amount: $900,000.00
Funder: Australian Research Council
View Funded ActivityLinkage Projects - Grant ID: LP180100235
Start Date: 2019
End Date: 12-2023
Amount: $342,831.00
Funder: Australian Research Council
View Funded ActivityDiscovery Projects - Grant ID: DP150104123
Start Date: 01-2015
End Date: 12-2018
Amount: $325,500.00
Funder: Australian Research Council
View Funded ActivityARC Future Fellowships - Grant ID: FT200100820
Start Date: 03-2021
End Date: 02-2025
Amount: $1,040,000.00
Funder: Australian Research Council
View Funded ActivityLinkage Infrastructure, Equipment And Facilities - Grant ID: LE160100206
Start Date: 06-2016
End Date: 06-2018
Amount: $800,000.00
Funder: Australian Research Council
View Funded ActivityLinkage Projects - Grant ID: LP160101561
Start Date: 09-2017
End Date: 06-2023
Amount: $630,000.00
Funder: Australian Research Council
View Funded ActivityDiscovery Projects - Grant ID: DP0667260
Start Date: 2006
End Date: 12-2009
Amount: $250,000.00
Funder: Australian Research Council
View Funded Activity