The stiffness of natural London Clay

Gasparre, A.; NISHIMURA, S.; Coop, M. R.; Jardine, R. J.; MINH, N. A.

doi:10.1680/ssc.41080.0008

Cited by 19 publications

(38 citation statements)

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“…the plateau values) the relevant data from Gasparre (2005) and Gasparre et al (2007) are reproduced in Figure 5, which shows the variation of these properties with depth/lithological units. The non-linear anisotropic model of Franzius et al (2005) is based on a three-parameter crossanisotropic formulation of Graham and Houlsby (1983), which is valid for the plateau part of the stiffness curves, combined with a non-linear elastic response beyond the plateau.…”

Section: Calibration Of Anisotropic Stiffnessmentioning

confidence: 89%

“…The shear stiffness of London Clay has long been recognised as anisotropic, due to its significant overconsolidation caused by the Gasparre (2005) and Gasparre et al (2007) contribute to the understanding of the elastic stiffness anisotropy. In these experiments various components of elastic stiffness were measured with bender elements and triaxial probing tests on samples of London Clay from Heathrow Terminal 5.…”

Section: Calibration Of Anisotropic Stiffnessmentioning

confidence: 99%

“…considering that the commercial stiffness decay curves provided only isotropic stiffness, whereas Gasparre et al (2007) contributed to further understanding of the small-strain stiffness anisotropy of London Clay. A subsequent study of Grammatikopoulou et al (2008), on a shallow propped excavation in London Clay, indicated that there may be significant difference in predicted wall and ground movements around such an excavation when different sets of isotropic stiffness curves are used in analyses.…”

Section: Introductionmentioning

confidence: 99%

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Predicting ground movements in London Clay

Jurečič¹,

Zdravković

Jovičić

2013

Proceedings of the Institution of Civil Engineers - Geotechnica

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The necessity of accounting for small-strain behaviour of soils in numerical analyses of the serviceability limit states of geotechnical structures is well established both nationally and internationally. This has led to further development of appropriate soil constitutive models, as well as to further advances in accurate laboratory measurements of smallstrain stiffness. The current paper considers recent laboratory research into the behaviour of London Clay, performed at Imperial College in conjunction with the major ground works for Heathrow Terminal 5 in London, UK. This research has shown the small-strain response of London Clay to be different to that assumed previously and in particular to that determined from good-quality commercial experiments. Both sets of small-strain stiffness data are applied in this paper in finite-element analyses of a deep excavation and a tunnel construction in London Clay, with the objective of investigating their effect on predicted ground movements.

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Section: Calibration Of Anisotropic Stiffnessmentioning

confidence: 89%

Section: Calibration Of Anisotropic Stiffnessmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Predicting ground movements in London Clay

Jurečič¹,

Zdravković

Jovičić

2013

Proceedings of the Institution of Civil Engineers - Geotechnica

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“…However, the opposite behaviour is observed for Danish Palaeogene clays where the yield stress is often lower than the geological stress (Femern 2014a;Mortensen 2012;Krogsbøll et al 2012), as described in section 3.1.2. The Palaeogene, highly plastic London clay have been tested intensively, (Hight et al 2003;Hight et al 2007;Gasparre et al 2007b;Gasparre et al 2007a). London clay is structured with fissures, joints, bedding surfaces and shear surfaces (Hight et al 2003), which may have been created by a large overburden of clay combined with small tectonic events followed by erosion of the overburden (Hight et al 2007).…”

Section: Effect Of Structure In Clays Of High Plasticitymentioning

confidence: 99%

Influence of smectite content on the deformation behaviour of clay

Lodahl¹

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A number of structures are planned to be constructed on or in the Palaeogene clays in Denmark, e.g. the re-development of Aarhus Ø and the construction of the Femern Fixed Link. The Palaeogene clays are generally of very high plasticity, hold low strengths and have high deformation potentials despite being previously compressed by past glaciations. When unloaded the clay adsorbs water and swells profoundly. These geotechnical traits pose a challenge and must be accounted for when designing a structure situated on high plasticity clays. When not considered, the features of the Palaeogene clay may pose a safety concern for the building and settlements may develop over time.Previous studies on Palaeogene clays in Denmark have shown, that the well-known index relations used in Danish geotechnical practice are generally not valid for the in situ behaviour of high plasticity clays. Moreover, several studies illustrates how the vertical yield stress derived from the compression curves of high plasticity clays does not reflect the previously sustained overburden, which normally is the case for clays of low to medium plasticity. The feature have been described as "lack of stress memory".The present thesis investigates the 1D deformation behaviour of high plasticity clays. The effects of the clay mineral smectite on the deformation and swelling potential of the high plasticity clays are of special focus. Based on 1D compression tests the deformation potential of a range of artificial specimens made from mixtures of kaolinite and smectite minerals were investigated. Features typically observed for Danish Palaeogene clays were also observed for the artificial mixtures, e.g. high plasticity and low stiffness, which have both been related to the smectite content in the tested, artificial specimens.Based on a number of tests, conducted following different loading programmes, a deformation model framework is presented which captures the essential features of the high plasticity clays. The model reproduces the compression curves obtained from testing of artificial specimens quite well and have also successfully been applied to reproduce compression curves from oedometer tests on intact natural highly plastic clays presented in literature. Based on the conducted tests it was observed that the lack of stress memory was related to the void ratio increase on a former unloading step, and thus directly affected by the smectite content of the specimen and the extent of unloading. It was also found that the compression potential in normally and overconsolidated conditions is dictated by smectite content but also affected by the length of the stress path followed during testing. III ResuméFlere bygge-og anlaegsprojekter er planlagt opført på de danske palaeogene lere, f.eks. udviklingen af Aarhus Ø og etableringen af den faste forbindelse over Femern Baelt. De palaeogene lere har generelt meget høj plasticitet, lave styrker og høje deformationspotentialer, selvom de tidligere er blevet belastet af isen under forgangne istider. Nå...

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“…In this deposit there has been a history of both well reported pile test data (Skempton 1959, Whitaker and Cooke 1966, Patel 1992 and high-quality laboratory test data (Gasparre et al 2007). London Clay is highly variable.…”

Section: Settlement Of Bored Piles In London Claymentioning

confidence: 99%

Geodatabases to improve geotechnical design and modelling

et al. 2018

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Geotechnical designers and modellers must capture and quantify the variability of key soil properties to make engineering decisions. There is a long history in geotechnical engineering of assembling large databases of past soil tests. This paper shows the use of geotechnical databases in two contexts: (a) slope stability modelling in the Eastern Caribbean and (b) settlement response of bored piles in London Clay.

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The stiffness of natural London Clay

Cited by 19 publications

References 0 publications

Predicting ground movements in London Clay

Predicting ground movements in London Clay

Influence of smectite content on the deformation behaviour of clay

Geodatabases to improve geotechnical design and modelling

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