Finite element analysis of an embankment on a soft estuarine deposit using an elastic–viscoplastic soil model

Kelln, Curtis KellnC.; Sharma, Jitendra; Hughes, David; Graham, J.

doi:10.1139/t08-129

Cited by 24 publications

(7 citation statements)

References 26 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…It is now seen as occurring at all stages of hydrodynamic consolidation and not only after the primary consolidation has been completed (Kelln et al 2009). Viscoplastic behaviour is associated with the reorganization of diffuse double layers (DDLs) around clay particles and (or) the easing of highly stressed interparticle contacts.…”

Section: Oedometer Testsmentioning

confidence: 99%

“…Creep behaviour in shear is also significant and may explain why time independent elastic-plastic models such as Modified Cam Clay do not simulate deformations of embankments particularly well (Kelln et al 2009). Figure 5 and Table 1 show results from the final loading increment for specimens from four depths tested at temperatures of 3 and 21°C.…”

Section: Oedometer Testsmentioning

confidence: 99%

See 1 more Smart Citation

Deformations and ground temperatures at a road embankment in northern Canada

et al. 2014

View full text Add to dashboard Cite

The paper examines the behaviour of a highway embankment in an area of discontinuous permafrost about 18 km northwest of Thompson, Manitoba. Frequent maintenance has been required. Research involved site investigation, laboratory testing, installing instruments, data collection, and numerical modeling. The paper reports data from almost 3 years of observation. Measurements of ground temperatures suggest that formerly ice-rich foundation soil has thawed under the toe and side-slope. Approximate values of segregation potential have been back-calculated from observations of settlements and temperatures. Results provide insight into the nature and cause of deformations of the embankment.Résumé : Cet article présente le comportement d'un remblai d'autoroute situé dans une zone de pergélisol discontinu, environ 18 km au nord-ouest de Thompson, Manitoba. Cette zone nécessite de la maintenance sur une base régulière. Les travaux de recherche comprennent des investigations de site, des essais en laboratoire, l'installation d'instruments, la collecte de données, et des modélisations numériques. Cet article rapporte les données récoltées pendant près de 3 années d'observation. Les mesures de la température du sol suggèrent que le sol de fondation initialement riche en glace a fondu sous la base et la pente de côté. Des valeurs approximatives du potentiel de ségrégation ont été rétro-calculées à partir des tassements et températures observés. Les résultats donnent des informations sur la nature et la cause des déformations du remblai. [Traduit par la Rédaction]

show abstract

Section: Oedometer Testsmentioning

confidence: 99%

Section: Oedometer Testsmentioning

confidence: 99%

Deformations and ground temperatures at a road embankment in northern Canada

et al. 2014

View full text Add to dashboard Cite

show abstract

“…The coupled finite element equations are well documented by several researchers [3][4]9], and not repeated here. By using the coupled consolidation analysis based on BIOT's theory provided in Plaxis with the proposed model, consolidation analyses of boundary value problem can be carried out.…”

Section: / 2( : )mentioning

confidence: 74%

Influence of features of natural soft clay on behaviour of embankment

Yin

Karstunen

Wang

et al. 2011

J. Cent. South Univ. Technol.

View full text Add to dashboard Cite

The influence of different features of natural soft clays, namely anisotropy, destructuration and viscosity, on modelling the time-dependent behaviour of Murro embankment was investigated. The newly developed elasto-viscoplastic models were enhanced for determining viscosity parameters in a straightforward way and adopted for the finite element analysis. The same set of common parameters determined from conventional triaxial and oedometer tests was employed for all models, with additional parameters required for representing different soil features. The finite element predictions by using models coupled with BIOT’s consolidation theory were compared with each other and with field data for settlement, horizontal displacement and excess pore pressures. In addition, the stress paths under the embankment loading were also compared with each other to improve the understanding of the effect of different soil features. All simulations demonstrate that all three features significantly influence the predictions. As a consequence, accounting for soil features needs to be carefully considered when they are applied to a construction site

show abstract

“…Since the work of Šuklje (1957) and Bjerrum (1967) on delayed deformation theory, a significant amount of work has gone into developing models to describe the compressibility of soft soils. From these studies, a number of different models have been developed to describe this behaviour (e.g., Mesri and Godlewski 1977;Leroueil et al 1985;Yin and Graham 1999;Zhu and Yin 2000;Yin et al 2002;Kelln et al 2008Kelln et al , 2009. While the literature on the compressibility of soft soils is extensive, work conducted on the compressibility of hard soils is limited (e.g., Hendron et al 1970;Sauer and Misfeldt 1993).…”

Section: Introductionmentioning

confidence: 99%

Time-dependent behaviour of the Bearpaw Shale in oedometric loading and unloading

Powell¹,

Take

Siemens

et al. 2012

Can. Geotech. J.

View full text Add to dashboard Cite

Time-dependent behaviour can have a significant influence on the compressibility characteristics of soils. However, most of the research on this topic has investigated the behaviour of soft soils. In this paper, the time-dependent behaviour of a hard clay shale (Bearpaw Shale) is investigated using both one-dimensional multi-staged loading (MSL) oedometer and constant rate of strain (CRS) oedometer consolidation tests conducted on 25.0 and 16.9 mm diameter specimens. The results show that soft clays and hard clay shales that share the same Cae/C Ã c ratio (where Cae is the secondary compression index and C Ã c is the incremental compression index) will show the same approximately 7% change in pre-consolidation pressure for an increase of one log cycle of strain rate despite the many orders of magnitude difference in pre-consolidation pressure. In the case of the Bearpaw Shale, this 7% change in pre-consolidation pressure corresponds to approximately 700 kPa. The time-dependent behaviour of the Bearpaw Shale during unloading (Cae/C Ã s , where C Ã s is the incremental swelling index) was observed to follow a similar ratio to that observed in compression (C ae /C Ã c ). While the exact nature of the compression and swelling events that have occurred over the life of the Bearpaw Formation is not clear, the influence of secondary compression cannot be ignored for interpretation of the geological history of this deposit.Résumé : Le comportement dépendant du temps peut avoir une influence significative sur les caractéristiques de compressibilité des sols. Cependant, la plupart des travaux de recherche sur ce sujet se sont penchés sur le comportement des sols mous. Dans cet article, le comportement dépendant du temps d'un schiste argileux dur (schiste de Bearpaw) est étudié à l'aide d'essais unidimensionnels de consolidation à l'odomètre avec chargement multi-étapes (CME) et avec un taux de dé-formation constant (TDC) réalisés sur des échantillons de 25,0 et 16,9 mm de diamètre. Les résultats démontrent que les schistes argileux mous et durs qui partagent le même ratio Cae/C Ã c présentent le même 7 % environ de variation dans la pression de préconsolidation pour causer une augmentation d'un log de cycle de déformation, malgré plusieurs ordres de magnitudes de différence dans la pression de préconsolidation. Dans le cas du schiste de Bearpaw, cette variation de 7 % de la pression de préconsolidation correspond à environ 700 kPa. Le comportement dépendant du temps du schiste de Bearpaw durant le déchargement (C ae /C Ã s ) suivait un ratio similaire à celui observé en compression (C ae /C Ã c ). Même si la nature exacte des événements de compression et de gonflements qui se sont produits sur la durée de vie du formation de Bearpaw n'est pas claire, l'influence de la compression secondaire ne peut pas être ignorée lors de l'interprétation de son historique géolo-gique.

show abstract

Finite element analysis of an embankment on a soft estuarine deposit using an elastic–viscoplastic soil model

Cited by 24 publications

References 26 publications

Deformations and ground temperatures at a road embankment in northern Canada

Deformations and ground temperatures at a road embankment in northern Canada

Influence of features of natural soft clay on behaviour of embankment

Time-dependent behaviour of the Bearpaw Shale in oedometric loading and unloading

Contact Info

Product

Resources

About