Shrinkage and desiccation cracking in bentonite–sand landfill liners

Tay, Y. Y.; Stewart, Douglas I.; Cousens, T. W.

doi:10.1016/s0013-7952(00)00107-1

Cited by 146 publications

(62 citation statements)

References 6 publications

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“…The original mild steel rings were chrome plated to prevent corrosion, but when the plating became chipped they were replace by stainless steel rings. The compaction moisture contents were within ±1% of optimum for heavy manual compaction (which are 9.5% and 11.5% for the mixtures containing 10 and 20% bentonite, respectively; Tay et al, 2001). The one exception was a specimen containing 20% bentonite, and later surcharged by a stress of 190kPa, which was compacted at a moisture content 1.5% below optimum.…”

Section: Methodsmentioning

confidence: 83%

“…Compaction in the field is likely to be conducted at a moisture close to the optimum (the moisture content at which the maximum dry density is achieved for a given compactive effort). Optimum moisture content for heavy manual compaction (BS 1377: Part 4: 1990, Method 3.5) is around 10% moisture content (Tay et al 2001). As most of the water in a BES is associated with the clay minerals this is equivalent to a bentonite moisture content of around 100% in a 10% mixture.…”

Section: Studds Et Al Measured the Hydraulic Conductivity Of Bentonimentioning

confidence: 99%

“…This is achieved by using a mixture that contains sufficient sand to ensure the stability of the compacted mixture and enough bentonite to seal the voids between the sand particles. Other benefits are that compacted BES containing modest amounts of bentonite is fairly resistant to the effects of desiccation (Tay et al 2001), and the bentonite in BES has a high chemical buffering capacity (Yong, 1999b).…”

Section: Introductionmentioning

confidence: 99%

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The factors controlling the engineering properties of bentonite-enhanced sand

Stewart

Studds

Cousens

2003

Applied Clay Science

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This paper considers the engineering behaviour of bentonite-enhanced sand (BES) mixtures in relation to their performance as environmental barriers. Data on the swelling and hydraulic conductivity are presented. At low effective stresses the bentonite within BES mixtures swells sufficiently to separate the sand particles. In such states two factors affect the void ratio reached by the bentonite after swelling, the ionic concentration of the pore solution and the bentonite fabric after compaction. Bentonite swelling is very sensitive to the pore solution concentration because increasing concentration suppresses the diffuse double layer component of swelling. Remoulding during compaction can result in a slight reduction in bentonite swelling, probably because of disruption to the cluster-based fabric of bentonite. At high effective stresses the bentonite has insufficient swelling capacity to force the sand particles apart, and the sand pore volume thus limits swelling.A model to predict the swelling and hydraulic conductivity of BES in distilled water and various salt solutions is described. This model requires the swelling behaviour and hydraulic conductivity of the bentonite in the relevant solution, and the compressibility and porosity of the sand component as input parameters. Soil tortuosity is used as a fitting parameter, and is estimated from Archie's equation. Application of this model to the swelling of compacted mixtures is shown to produce a good fit with the experimental data.

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Section: Methodsmentioning

confidence: 83%

Section: Studds Et Al Measured the Hydraulic Conductivity Of Bentonimentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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The factors controlling the engineering properties of bentonite-enhanced sand

Stewart

Studds

Cousens

2003

Applied Clay Science

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“…This type of desiccation-induced crack patterns may be largely attributed to the clay content of these two soil layers as reported by Yesiller et al (2000), Tay et al, 2001, Boivin et al (2004 and Tang et al (2008). Shrinkage-induced cracking also increases with increased fines content (Yesiller et al, 2000;Tay et al, 2001). Also, the number of cracks were fewer and the dimensions of the cracks formed in the upper layers were less than the number and the dimensions of cracks present in the LPL of both CCP and NP models (Fig.…”

Section: Visual (Field) Observations Of Impacts Of Simulated Seasonalmentioning

confidence: 52%

Landfill cap models under simulated climate change precipitation: impacts of cracks and root growth

Sinnathamby¹,

Phillips

Sivakumar

et al. 2014

Géotechnique

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Desiccation crack formation is a key process that needs to be understood in assessment of landfill cap performance under anticipated future climate change scenarios. The objectives of this study were to examine: (a) desiccation cracks and impacts that roots may have on their formation and resealing, and (b) their impacts on hydraulic conductivity under anticipated climate change precipitation scenarios.Visual observations, image analysis of thin sections and hydraulic conductivity tests were carried out on cores collected from two large-scale laboratory trial landfill cap models (,80 3 80 3 90 cm) during a year of four simulated seasonal precipitation events. Extensive root growth in the topsoil increased percolation of water into the subsurface, and after droughts, roots grew deep into lowpermeability layers through major cracks which impeded their resealing. At the end of 1 year, larger cracks had lost resealing ability and one single, large, vertical crack made the climate change precipitation model cap inefficient. Even though the normal precipitation model had developed desiccation cracks, its integrity was preserved better than the climate change precipitation model.

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“…Reconstituted soils (20B / 45K, 30B / 35K, 40B / 25K, and 50B / 15K) with considerable percentages of bentonite 20, 30, 40, and 50%, respectively, indicated very slow kinetics of swelling initialization phase, this may be due to a low permeability [15,16,17]. Then primary swelling phase begins.…”

Section: Effect Of Minerals On Swelling Parametersmentioning

confidence: 96%

Effect of swelling mineral on geotechnical characteristics of clay soil

2018

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Abstract. The shrinking and swelling is a very common phenomenon in the world, mainly in arid and semiarid areas. The construction on these soils often requires a study of the risk of swelling, in advance. The emergence of this phenomenon in soils is caused primarily by the presence of swelling clays and water. The risk is most significant when the rate of the expansive minerals, such as bentonite, is important. Several researchers have studied the relationship between the percentages of swelling minerals and soil swelling potential. The researchers have shown the difficulty of characterization, because of the complexity of the phenomenon under natural conditions, where several other phenomena occur, and which are not considered in laboratory experimentation. This article addresses the characterization of several soils, with different swelling rates from the physical, chemical and mechanical tests. It shows the relationship between the quantity of swelling minerals and some site conditions, such as water content and consolidation stress, on the ability of soil to swell. This work aims to establish empirical relationships between the percentage of swelling minerals and soil swelling potential.

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Shrinkage and desiccation cracking in bentonite–sand landfill liners

Cited by 146 publications

References 6 publications

The factors controlling the engineering properties of bentonite-enhanced sand

The factors controlling the engineering properties of bentonite-enhanced sand

Landfill cap models under simulated climate change precipitation: impacts of cracks and root growth

Effect of swelling mineral on geotechnical characteristics of clay soil

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