Liquefaction and Postliquefaction Behavior of Sand

Vaid, Y. P.; Thomas, Joyis

doi:10.1061/(asce)0733-9410(1995)121:2(163)

Cited by 218 publications

(109 citation statements)

References 16 publications

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“…3(b)), characterised by practically zero stiffness at small displacements, but increasing stiffness and strength upon shearing. It is worth noting that this strain-stiffening response -hereafter referred to as strain-hardening -is consistent with the post-liquefaction behaviour of sands observed in element tests by several researchers Vaid & Thomas, 1995; Fig. 3.…”

Section: Introductionsupporting

confidence: 87%

“…This strain-hardening behaviour was confirmed in subsequent studies by Yoshida et al (1994) and Kiku & Tsujino (1996). Thomas (1992) and Vaid & Thomas (1995) showed that the post-liquefaction behaviour of sands subjected to undrained monotonic loading was dilative, even if the sand showed contractive and strain-softening behaviour before the onset of liquefaction. This observation was later confirmed by Sivathayalan & Vaid (2004), who carried out tests on in situ frozen samples of alluvial sands.…”

Section: Post-liquefaction Stress-strain Responsementioning

confidence: 99%

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Construction of simplified design p–y curves for liquefied soils

et al. 2017

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In practice, laterally loaded piles are most often analysed using a 'beam-on-non-linear-Winklerfoundation' approach, whereby the soil-structure interaction is modelled by means of p-y curves. Although well-calibrated p-y curves exist for non-liquefied soils (e.g. soft clay and sand), the profession still lacks reliable p-y curves for liquefied soils. In fact, the latter should be consistent with the observed strain-stiffening behaviour exhibited by liquefied samples in both element and physical model tests. It is recognised that this behaviour is induced by the tendency of the liquefied soil to dilate upon undrained shearing, which ultimately results in a gradual decrease in excess pore pressure, and consequent increase in stiffness and strength. The aim of this paper is twofold. First, it proposes an easy-to-use empirical model for constructing stress-strain relationships for liquefied soils. This only requires three soil parameters which can conveniently be determined by means of laboratory tests. Second, it introduces a method for the construction of p-y curves for liquefiable soils from the proposed stress-strain model, based on the scaling of stress and strain into compatible soil reaction p and pile deflection y, respectively. The scaling factors for stress and strain are computed following an energy-based approach that is analogous to the upper-bound method used in classical plasticity theory. To validate the proposed p-y curves, results from a series of centrifuge tests are employed to back-calculate p-y curves for liquefied soils. The latter are compared with those obtained from the proposed method and the conventional p-multiplier approach.

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Section: Introductionsupporting

confidence: 87%

Section: Post-liquefaction Stress-strain Responsementioning

confidence: 99%

Construction of simplified design p–y curves for liquefied soils

et al. 2017

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“…The eŠect of a and b-value can be seen limitedly in the triaxial apparatus too. Although the compression tests have been generally used for undrained monotonic loading in large deformation (e.g., Castro, 1969;Poulos, 1981;Been and JeŠeries, 1985;Konrad, 1990;Ishihara, 1993;Verdugo and Ishihara, 1996), a few researchers point out that the undrained shear behavior of sand in extension case is far more contractive than the behavior in triaxial compression (Vaid and Thomas, 1995; which proves the eŠect of anisotropy in sand by triaxial apparatus. From the practical point of view in many cases the nature of stresses acting on soil elements involves principal stress rotation.…”

Section: Introductionmentioning

confidence: 99%

Effect of Non Plastic Silt on the Anisotropic Behavior of Sand

Bahadori

Ghalandarzadeh

Towhata

2008

S&F

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“…1. Many granular soils at in situ density do not liquefy under static undrained conditions, as has been shown by Been et al (1988), Vaid & Thomas (1995), Vaid et al (1999), Fourie et al (2001), Chu & Leong (2003) and Chu et al (2003b). In this case, the post-liquefaction strength may not be relevant if liquefaction does not occur at in situ density under assumed undrained conditions.…”

Section: Other Concernsmentioning

confidence: 80%

Difficulties in the determination of post-liquefaction strength for sand

Chu

Wanatowski

2014

Géotechnique Letters

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Article:Chu, J and Wanatowski, D orcid.org/0000-0002-5809-0374 (2014) Difficulties in the determination of post-liquefaction strength for sand. Géotechnique Letters, 4 (1). pp. 57-61.https://doi.org/10.1680/geolett.13.00076 eprints@whiterose.ac.uk https://eprints.whiterose.ac.uk/ Reuse Unless indicated otherwise, fulltext items are protected by copyright with all rights reserved. The copyright exception in section 29 of the Copyright, Designs and Patents Act 1988 allows the making of a single copy solely for the purpose of non-commercial research or private study within the limits of fair dealing. The publisher or other rights-holder may allow further reproduction and re-use of this version -refer to the White Rose Research Online record for this item. Where records identify the publisher as the copyright holder, users can verify any specific terms of use on the publisher's website. TakedownIf you consider content in White Rose Research Online to be in breach of UK law, please notify us by emailing eprints@whiterose.ac.uk including the URL of the record and the reason for the withdrawal request.Difficulties in the determination of post-liquefaction strength for sand J. CHU* and D. WANATOWSKI{ Static liquefaction has been considered one of the commonest failure mechanisms for granular soil slopes or tailings dams. One of the design approaches adopted is based on the so-called postliquefaction strength as a design parameter. However, determination of the post-liquefaction strength by laboratory tests is problematic. In this paper, experimental data are used to illustrate that the postliquefaction strength cannot be determined properly or uniquely in the laboratory. The assumption of an undrained condition is also questionable for sand or tailings with relatively high permeability under static loading conditions. Due to the above deficiencies, it is recommended that engineers stop using the post-liquefaction strength as a design parameter in practice.

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Liquefaction and Postliquefaction Behavior of Sand

Cited by 218 publications

References 16 publications

Construction of simplified design p–y curves for liquefied soils

Construction of simplified design p–y curves for liquefied soils

Effect of Non Plastic Silt on the Anisotropic Behavior of Sand

Difficulties in the determination of post-liquefaction strength for sand

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