Ring shear characteristics of discontinuous plane

Suzuki, Motoyuki; Hai, Nguyen Van; Yamamoto, Takuya

doi:10.1016/j.sandf.2017.01.001

Cited by 24 publications

(12 citation statements)

References 31 publications

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“…The cited experimental research is all on soil samples, in which a shear zone develops fully within the soil mass. On the other hand, bedding‐controlled landslides—in which shear failure occurs along a slide‐prone horizon corresponding to a bedding plane—are a widespread typology (Bromhead, ; Suzuki et al, ). Planar landslides in interbedded layers of mudstone and sandstone (Xu et al, ; Xu et al, ) fall in this category.…”

Section: Introductionmentioning

confidence: 99%

“…Equally, in fault mechanics, many researchers have been focusing on the slip‐ and rate‐dependent behavior of rock interfaces and thin gouge layers under high normal stresses ( σ n = 1–20 MPa) to understand the behavior of faults under subseismic and coseismic slip rates (e.g., Di Toro et al, , , ; Hirose & Shimamoto, ; Perfettini & Ampuero, ; Kitajima et al, ; Togo et al, ; Yao et al, , Ma et al, ; Yao et al, ). On the other hand, the rate‐dependent behavior of soil‐rock interfaces (e.g., Suzuki et al, , ) at typical landslides stress levels has received lesser attention.…”

Section: Introductionmentioning

confidence: 99%

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Shear‐Rate‐Dependent Behavior of Clayey Bimaterial Interfaces at Landslide Stress Levels

Scaringi

et al. 2018

Geophysical Research Letters

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The behavior of reactivated and first‐failure landslides after large displacements is controlled by the available shear resistance in a shear zone and/or along slip surfaces, such as a soil‐bedrock interface. Among the factors influencing the resistance parameter, the dependence on the shear rate can trigger catastrophic evolution (rate‐weakening) or exert a slow‐down feedback (rate‐strengthening) upon stress perturbation. We present ring‐shear test results, performed under various normal stresses and shear rates, on clayey soils from a landslide shear zone, on its parent lithology and other lithologies, and on clay‐rock interface samples. We find that depending on the materials in contact, the normal stress, and the stress history, the shear‐rate‐dependent behaviors differ. We discuss possible models and underlying mechanisms for the time‐dependent behavior of landslides in clay soils.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Shear‐Rate‐Dependent Behavior of Clayey Bimaterial Interfaces at Landslide Stress Levels

Scaringi

et al. 2018

Geophysical Research Letters

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“…The sliding zone soils are an essential part of landslides, and its studies thoroughly allied to the evolutionary development and landslide stability. Reactivated landslides could result from very slow to very rapid movements, such as those caused by earthquakes (Suzuki et al 2017). The shear strength characteristics of soil samples from slip surface of reactivated landslide is evaluated by ring shear experimental method using multistage multiphase shear mode, it performs large displacement movement and increasing shear rate tests on shear zone samples.…”

Section: Discussionmentioning

confidence: 99%

Experimental evaluation of the shear behavior of large landslide slip zone using Multistage - Multiphase shearing method.

Getahun¹,

Qi²,

Guo³

et al. 2020

Preprint

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The study of shear behaviors comprises of the analysis of shear deformation characteristics and strength parameter determinations. Understanding the constitutive behaviour of shear zone soil samples is essential for evaluation of the critical shear behaviors of reactivated landslides, through considerate experimental tests. The experiment was carried out based on the multistage - multiphase shear technique via ring shear apparatus. The main advantage of this new method is to examine the same soil specimen for progressive loading and the continuous phases of shearing. The result shows that two major shear characteristics under the multiphase shear mode; the first is a post-peak shear weakening behavior of the soils on the last phase shear process, it indicated a decrease in friction resistance on fast rate effects, which enables to narrate with fastly moved coseismic landslide behaviors. The other one is a practical increase in friction coefficient values (hardening behavior) on the entire shear process as the rate increases. This shear resistance scenario can also be related with the stabilization mechanism of landslide slip surface soils against sliding.

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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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Ring shear characteristics of discontinuous plane

Cited by 24 publications

References 31 publications

Shear‐Rate‐Dependent Behavior of Clayey Bimaterial Interfaces at Landslide Stress Levels

Shear‐Rate‐Dependent Behavior of Clayey Bimaterial Interfaces at Landslide Stress Levels

Experimental evaluation of the shear behavior of large landslide slip zone using Multistage - Multiphase shearing method.

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

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