Cyclic Swelling Behavior of Clays

Al‐Homoud, Azm S.; Basma, Adnan A.; Malkawi, Abdallah I. Husein; Bashabsheh, M. A. Al

doi:10.1061/(asce)0733-9410(1995)121:7(562)

Cited by 170 publications

(68 citation statements)

References 5 publications

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“…The majority of the accumulated volumetric strain occurs during the first wetting-drying cycle. As summarized earlier in the text, similar phenomena have been confirmed by many other experimental studies performed by Dif and Bluemel (1991), Day (1994), Al-Homoud et al (1995), Basma et al (1996), Alonso et al (2005), Nowamooz and Masrouri (2008), and Airò Farulla et al (2010).…”

Section: Two Swelling-shrinkage Strain Componentssupporting

confidence: 86%

Modeling swelling–shrinkage behavior of compacted expansive soils during wetting–drying cycles

Wang¹,

Wei

2015

Can. Geotech. J.

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This paper presents a straightforward approach for modelling volume change behavior of expansive soils during wetting-drying cycles. The swelling-shrinkage strain of expansive soils induced by cyclic wetting and drying was decomposed with distinctive physical background into a reversible component, which shows a synchronous change with the cyclic change of suction, and an irreversible component, which is generated mainly in the early stage of the wetting-drying process. The mechanisms of the two swelling-shrinkage strain components can be well explained through the double-level structure of expansive soils and its evolution with mechanical and hydraulic loading. The reversible component originates from the reversible deformation behavior of aggregates, and primarily depends on current suction or water content. The irreversible component is associated with the irreversible change of macrostructure, reflecting the difference in soil structures at current state and the equilibrium state. A practical constitutive model was proposed for compacted expansive clays from a global and phenomenological perspective. The model parameters can be calibrated with observed macroscopic deformation behavior without measuring microstructural parameters. The performance of the presented model was validated by simulating cyclic suctioncontrolled tests as well as an alternately soaked and dried test with irregular amplitudes of suctions.Key words: expansive soils, volumetric behavior, swelling, shrinkage, model. Résumé :Cet article présente une approche directe pour modéliser les variations de volume de sols expansifs durant des cycles de mouillage-séchage. La déformation causée par le gonflement-retrait des sols expansifs induite par les cycles de mouillageséchage a été décomposée, selon des notions physiques, en une composante réversible qui démontre une variation synchrone avec les variations cycliques de succion, et une composante irréversible qui est générée principalement dans les premières étapes du processus de mouillage-séchage. Les mécanismes des deux composantes de la déformation en gonflement-retrait peuvent être bien expliqués grâce à la structure à deux niveaux des sols expansifs et par l'évolution de cette structure avec les charges mécaniques et hydrauliques. La composante réversible provient de la déformation réversible des agrégats, et dépend principalement de la succion présente et de la teneur en eau. La composante irréversible est associée avec les variations irréversibles de la macrostructure, reflétant les différences dans les structures du sol à l'état présent et à l'état d'équilibre. Un modèle constitutif pratique est proposé pour les argiles expansives compactées basé sur une perspective globale et phénomé-nologique. Les paramètres du modèle peuvent être calibrés avec les déformations macroscopiques observées sans mesurer les paramètres microstructuraux. La performance du modèle présenté a été validée en simulant des essais de succion cyclique contrôlés de même d'avec un essai alternant le mouillage...

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Section: Two Swelling-shrinkage Strain Componentssupporting

confidence: 86%

Modeling swelling–shrinkage behavior of compacted expansive soils during wetting–drying cycles

Wang¹,

Wei

2015

Can. Geotech. J.

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“…Experimental results describing the volume change response of expansive soil exposed to cyclic wetting and drying have been reported by Dif and Bluemel (1991) and Al-Homoud et al (1995), who detected dfatigueT of swelling (shrinkage accumulation) that increases at higher vertical stresses. This behaviour was explained in terms of a continuous rearrangement of soil particles, leading to a less active microstructure.…”

Section: Introductionmentioning

confidence: 63%

Expansive bentonite–sand mixtures in cyclic controlled-suction drying and wetting

Alonso

Romero

Hoffmann

et al. 2005

Engineering Geology

236

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Expansive clay buffers in radioactive waste disposal designs experience cyclic drying and wetting paths during different stages of their design life. Clayey soils subjected to these processes develop swelling and shrinkage deformations, which give rise to the accumulation of compression or expansion strains during suction cycles. Experimental studies were undertaken using oedometer tests on an artificially prepared bentonite-sand mixture (80% bentonite by dry mass). In order to study these processes and to identify the most important features controlling soil behaviour, several wetting-drying cycles with suctions ranging between 130 and 4 MPa were applied using vapour equilibrium technique and covering a wide range of overconsolidation ratios (OCR). The tested samples showed cumulative shrinkage strains along the successive cycles, which became more significant at increasing vertical net stresses (low OCR values). However, no accumulation of expansion strains was detected at elevated OCR values. Test results were interpreted and predicted within the context of an elastoplastic model proposed by Alonso et al., 1999, [Alonso, E.E., Vaunat, J., Gens, A., (1999. Modelling the mechanical behaviour of expansive clays. Engineering Geology, 54,[173][174][175][176][177][178][179][180][181][182][183] which takes into account the accumulation of strains. A good correspondence between measured soil response and model predictions was observed. The paper also presents the methodology to derive the constitutive parameters. D

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“…Chu and Mou, 1973;Popescu, 1980;Chen and Ma, 1987;Osipov et al, 1987;Dif and Bluemel, 1991;Day, 1994;Al-Homoud et al, 1995;Basma et al, 1996;Pejon and Zuquette, 2002). In those studies, however, swelling was performed by allowing the specimens to fully soak in water.…”

Section: Introductionmentioning

confidence: 99%

The response of Opalinus Clay when exposed to cyclic relative humidity variations

2017

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Abstract. Clay shale specimens were exposed to cyclic relative humidity (RH) variations to investigate the response of the material to natural environmental changes. Opalinus Clay, a clay shale chosen as host rock for nuclear waste disposal in Switzerland, was utilized. The specimens were exposed to stepwise relative humidity cycles in which they were alternately allowed to equilibrate at 66 and 93 % relative humidity. Principal strains were monitored throughout the experiments using strain gauges. After each relative humidity cycle, Brazilian tensile strength tests were performed to identify possible changes in tensile strength due to environmental degradation.Results showed that Opalinus Clay follows a cyclic swelling-shrinkage behaviour with irreversible expansion limited to the direction normal to bedding, suggesting that internal damage is restricted along the bedding planes. The Brazilian tensile strength in direction parallel and normal to bedding as well as the water retention characteristic remained unaffected by the RH variations.

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Cyclic Swelling Behavior of Clays

Cited by 170 publications

References 5 publications

Modeling swelling–shrinkage behavior of compacted expansive soils during wetting–drying cycles

Modeling swelling–shrinkage behavior of compacted expansive soils during wetting–drying cycles

Expansive bentonite–sand mixtures in cyclic controlled-suction drying and wetting

The response of Opalinus Clay when exposed to cyclic relative humidity variations

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