Severn–Trent sand: a kinematic-hardening constitutive model: the <i>q–p</i> formulation

Gajo, Alessandro; Wood, David Muir

doi:10.1680/geot.1999.49.5.595

Cited by 248 publications

(134 citation statements)

References 7 publications

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“…Since then, many modifications of the basic Cam Clay models have been proposed (Gens & Potts, 1988) but all retain energy-based fundamentals. This is also true of many alternative constitutive models, e.g., NorSand (Jefferies, 1993;Jefferies & Shuttle, 2002), Severn-Trent sand (Gajo & Muir Wood, 1999) and the model of Manzari & Dafalias (1997).…”

Section: Introductionmentioning

confidence: 90%

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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Section: Introductionmentioning

confidence: 90%

Energy dissipation in soil samples during drained triaxial shearing

2018

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“…Because of the discrepancy in fitting experimental tests, a material constant D is often introduced in dilatancy equations for sand, such as that proposed by Jefferies (1993), Gajo and Muir Wood (1999), Yin et al (2010a), and Yin and Chang (2012) …”

Section: Modification Of the Stress Dilatancy Equationmentioning

confidence: 99%

Stress Dilatancy of Natural Soft Clay under an Undrained Creep Condition

Wang

Yin

2015

Int. J. Geomech.

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The stress-dilatancy relationship is a key point to capture the evolution of both strains and excess pore pressure during an undrained creep of natural soft clay. This paper focuses on investigating the stress dilatancy of natural soft clay during an undrained creep. Undrained triaxial creep tests are performed on K 0 -consolidated and isotropically consolidated samples of a typical Chinese soft marine clay with different stress levels. A unique stress-dilatancy curve is obtained from all test results. Several typical stress-dilatancy relations for soils are discussed, comparing them with experimental results. A common modification method for the stress dilatancy of sand is adopted and discussed for clay. All comparisons demonstrate that modified dilatancy equations can describe the stress-dilatancy relationship during an undrained creep. The modified dilatancy equation with the inclination of a potential surface seems to better describe the whole trend, and is suitable for natural soft clay.

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“…3 and 4). This is also a rather typical feature of peak strength in non reinforced granular soils, which is dependent on state variables, and there are diŠerent elegant ways in literature to express such a dipendency (e.g., Bolton, 1986;Gajo and Muir Wood, 1999). To emphasize the in‰uence of the stress state, the shear strength of the reinforced soils (ROS an RBRS) shown in Figs.…”

Section: A Possible Interpretation Of the Effect Of Fibre Reinforcementmentioning

confidence: 99%

On the Strength of Fibre-Reinforced Soils

Lirer

Flora

Consoli

2011

Soils and Foundations

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Fibre reinforced soils have been investigated for several decades and diŠerent models have been suggested to estimate their improved shear strength. The shear strength of such composite materials is aŠected by the micro and macro mechanical characteristics of both theˆbres and the soils (e.g., relative sizes ofˆbres and soil grains,ˆbres aspect ratio, stress state, mechanical properties of theˆbres), yet no model is available to explicitly take all of them into account. The aim of this work is to establish a new expression for the shear strength of the reinforced material, able to consider the main characteristics of the soil and theˆbres as well as the eŠect ofˆbre to grains relative dimensions. Data from triaxial tests carried out onˆbre reinforced soils with distinct grain size distributions (from clayey sands to sandy gravels) and from previous experimental works were considered and have been analysed successfully within the proposed framework.

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Severn–Trent sand: a kinematic-hardening constitutive model: the q–p formulation

Cited by 248 publications

References 7 publications

Energy dissipation in soil samples during drained triaxial shearing

Energy dissipation in soil samples during drained triaxial shearing

Stress Dilatancy of Natural Soft Clay under an Undrained Creep Condition

On the Strength of Fibre-Reinforced Soils

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