Rate Effect on the Residual Interface Strength Between two Different Soil Layers

Duong, Nguyen Thanh; Suzuki, Motoyuki

doi:10.1007/978-981-15-2184-3_129

Cited by 5 publications

(2 citation statements)

References 22 publications

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“…e consolidation process would be finished until the end of the primary consolidation, which was confirmed by judgment based on the 3t-method [30,31]. e method has been widely used for the preparation of preconsolidation samples in the laboratory test in Japan [32][33][34]. After finishing the consolidation process in the tank, the vertical load was unloaded, and the cylindrical tank containing the sample was removed from the top and bottom plates.…”

Section: Methodsmentioning

confidence: 99%

Consolidation Characteristics of Artificially Structured Kaolin‐Bentonite Mixtures with Different Pore Fluids

Duong

Hao

2020

Advances in Civil Engineering

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The consolidation characteristics of kaolin, bentonite, their mixtures, and natural clays have been widely evaluated. However, the effect of pore fluid on the consolidation characteristics of artificially structured kaolin-bentonite mixtures should be more investigated. In this study, the oedometer tests were carried out on mixtures of kaolin with 10%, 20%, and 30% bentonite reconstituted with distilled water and 1 M NaCl. The testing samples with an “artificial structure” were prepared using the preconsolidation procedure. The test results show that bentonite greatly affects the consolidation behavior of mixture samples, especially when the pore fluid is distilled water. In the case of distilled water, the addition of bentonite to kaolin clay significantly increased the compression index (Cc), swelling index (Cs), and coefficient of volume change (mv). In this case, the mv of mixture samples increased significantly at low effective axial stress (σ′a) levels (less than the preconsolidation pressure) and then decreased as the σ′a further increased. In the case of 1 M NaCl as the pore fluid, the Cc, Cs, and mv slightly changed with the increase of bentonite content. The research results also confirmed that the effect of saline water on the compression index was noticeable when the liquid limit of soil with distilled water was higher than 110%, and the compression index of soil with distilled water was higher than 1. Regarding the coefficient of consolidation (Cv), the Cv of kaolin sample increased as the σ′a increased, and this trend was independent of the pore fluid chemistry. By contrast, the Cv − σ′a trend of mixture samples depended not only on the pore fluids but also on the stress level.

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Section: Methodsmentioning

confidence: 99%

Consolidation Characteristics of Artificially Structured Kaolin‐Bentonite Mixtures with Different Pore Fluids

Duong

Hao

2020

Advances in Civil Engineering

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“…In this apparatus, the shear force, shear displacement, vertical displacement, and frictional force between the inner circumference of the shear box and the specimen were automatically recorded during shearing. The details of this apparatus have been reported in previous studies [9,30,[32][33][34].…”

Section: Material Sample Preparation and Test Apparatusmentioning

confidence: 99%

Rate Effects on Peak and Residual Strengths of Overconsolidated Clay in Ring Shear Tests

Duong

Suzuki

2021

Period. Polytech. Civil Eng.

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Overconsolidated (OC) clay soil is widely distributed in landslide slopes. This soil is often fissured, jointed, contains slickensides, and is prone to sliding. Thus, the shear strength behavior of OC clayey soil is complicated and has received much attention in the literature and in practice in terms of evaluating and predicting landslide stability. However, the behavior of the shear strength of OC clayey soil at different shear rates, as seen in ring shear tests, is still only understood to a limited extent and should be examined further, especially in terms of the residual strength characteristics. In this study, a number of ring shear tests were conducted on kaolin clay at overconsolidation ratios (OCRs) ranging from 1 to 6 under different shear displacement rates in the wide range of 0.02 mm/min to 20.0 mm/min to investigate the shear behavior and rate dependency of the shear strength of OC clay. Variations in the cohesion and friction angles of OC clay under different shear rates were also examined. The results indicated that the rate effects on the peak strength of OC and normally consolidated (NC) clays are opposite at fast shear displacement rates. At the residual state, as with NC clay, the positive rate effect on the residual strength is also exhibited in OC clay, but at a lower magnitude. Regarding the shear strength parameters, the variations in the cohesion and friction angles of OC clay at different shear rates were found to be different at peak and residual states.

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Research into a Curvilinear Heaving Mound Depending on the Distance Between the Fixed Supports

Kulakov

Рубцов

Afanasenko

2021

Lecture Notes in Mechanical Engineering

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Rate Effect on the Residual Interface Strength Between two Different Soil Layers

Cited by 5 publications

References 22 publications

Consolidation Characteristics of Artificially Structured Kaolin‐Bentonite Mixtures with Different Pore Fluids

Consolidation Characteristics of Artificially Structured Kaolin‐Bentonite Mixtures with Different Pore Fluids

Rate Effects on Peak and Residual Strengths of Overconsolidated Clay in Ring Shear Tests

Research into a Curvilinear Heaving Mound Depending on the Distance Between the Fixed Supports

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