Behaviour of MH silts with varying plasticity indices

Wong, Steven T. Y.; Ong, Danny; Robinson, R. G.

doi:10.1680/jgere.17.00002

Cited by 23 publications

(11 citation statements)

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“…Atterberg limits are considered a fundamental concept of soil consistency in soil classification. Atterberg limit tests define the boundaries where clay and silt go through four different physical changes (solid, semi-solid, plastic, and liquid) by moisture content variation [172]. Figure 10 demonstrates how different biopolymers can affect the Atterberg limits of soils.…”

Section: Atterberg Limitsmentioning

confidence: 99%

Biopolymers as Green Binders for Soil Improvement in Geotechnical Applications: A Review

et al. 2021

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Soil improvement using biopolymers has attracted considerable attention in recent years, with the aim to reduce the harmful environmental effects of traditional materials, such as cement. This paper aims to provide a review on the environmental assessment of using biopolymers as binders in soil improvement, biopolymer-treated soil characteristics, as well as the most important factors affecting the behavior of the treated soil. In more detail, environmental benefits and concerns about the use of biopolymers in soil improvement as well as biopolymer–soil interaction are discussed. Various geotechnical properties are evaluated and compared, including the unconfined compressive strength, shear strength, erosion resistance, physical properties, and durability of biopolymer-treated soils. The influential factors and soil and environmental conditions affecting various geotechnical characteristics of biopolymer-treated soils are also discussed. These factors include biopolymer concentration in the biopolymer–soil mixture, moisture condition, temperature, and dehydration time. Potential opportunities for biopolymers in geotechnical engineering and the challenges are also presented.

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Section: Atterberg Limitsmentioning

confidence: 99%

Biopolymers as Green Binders for Soil Improvement in Geotechnical Applications: A Review

et al. 2021

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“…However, the difference of compressibility for isotropic and K 0 consolidations was higher for higher preconsolidation e. Similarly, the loose (DE-CIU24 and DE-K 0 U04) and dense (DE-CIU21 and DE-K 0 U03) pairs from DEM simulations showed different compressibilities for different consolidation paths. The K 0 consolidation paths showed slightly higher compression than isotropic consolidation, which increases with e. The purpose of Figure 4 is not to compare quantitatively the results from experiments and DEM simulations, but to capture the change in compressibility for isotropic and K 0 consolidations and the trend of increasing compressibility with e for YS sand and other experimental studies (Butterfield and Marchi, 2017;Wong et al, 2017). Figure 4(b) shows the stress ratio (K ¼ s 0 3 =s 0 1 ) evolution paths of the triaxial tests and DEM simulations (presented in Figure 4(a)) in the K −s 0 1 space.…”

Section: Controlling Module In Dem Simulationmentioning

confidence: 99%

The effect of consolidation on undrained behaviour of granular materials: experiment and DEM simulation

Rahman

Nguyen

Rabbi

2018

Geotechnical Research

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The characteristic features of undrained responses of granular materials, for example, stress ratio at instability (η IS) and phase transformation (η PT) states and the critical state (CS) behaviour, are often influenced by the consolidation history. However, there are limited studies in the literature, and a consensus has not yet been reached. This study combined the triaxial test of yellow silty sand and the three-dimensional discrete element method (DEM) simulation of ellipsoid particles under a triaxial condition to evaluate the effect of isotropic and K 0 consolidations. Triaxial test data formed non-unique CS lines (CSLs) in the e-log(p¢) space for isotropic and K 0 tests, whereas the CSL was unique for DEM simulations; where e and p¢ are the void ratio and mean effective stress, respectively. The micromechanical quantities, coordination number (C N) and fabric anisotropy (F vM) at the CS, also showed a unique relation with p¢. The characteristic features, η IS and η PT , showed good correlation with the state parameter (x) and the density indices. It was found that the g IS decreased with x, and the correlation was dependent on consolidation type. The micromechanical analysis suggested that F vM is a better parameter than C N to characterise the macromechanical behaviour. This study unambiguously supports the applicability of CS theory and provides insights into micromechanics of granular materials.

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“…For example, the friction angle, stiffness, and permeability decrease with increased clay percentage, while these parameters increase with increased sand content. The behaviour of soils with a higher percentage of clay particles shows more stress softening behaviour, while the soils with a higher percentage of sand particles show more stress hardening behaviour [35,36].…”

Section: Introductionmentioning

confidence: 99%

Strength and Microstructural Assessment of Reconstituted and Stabilised Soft Soils with Varying Silt Contents

Liu

et al. 2021

Geosciences

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The study of the strength of reconstituted and stabilised soft soils is very important in geotechnical engineering. The soil particles, such as clay, sand, and silt play important roles in determining the behaviour of soils. The behaviour of clay and sand particles are unique; however, the behaviour of silt particles lie in a transitional form between sand and clay. Therefore, this paper seeks to investigate (a) the effect of silt contents on the strength of soft soils; (b) the effect of silt content on the strength of cement-stabilised soft soils; and (c) the microstructure of the soft soil specimens stabilised by cement with varying particle size distribution. A series of tests consisting in consolidated, isotropic undrained (CIU) triaxial tests, unconfined compressive strength (UCS) tests, and scanning electron microscope (SEM) images were conducted in this study to achieve these objectives. In conclusion, the relationship between the silt content and critical state behaviour of soft soils (both clay and silt particles) are proposed. For the cement-stabilised specimens, the unconfined compressive strength increases with the increase in silt content when the cement content is 10%. However, the UCS decreases with the increase in silt content when cement content is 30%. With cement content ranging from 15–25%, the UCS increases at first with the increase of silt content but decreases once the silt content reaches a ‘saturation’ point.

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Behaviour of MH silts with varying plasticity indices

Cited by 23 publications

References 37 publications

Biopolymers as Green Binders for Soil Improvement in Geotechnical Applications: A Review

Biopolymers as Green Binders for Soil Improvement in Geotechnical Applications: A Review

The effect of consolidation on undrained behaviour of granular materials: experiment and DEM simulation

Strength and Microstructural Assessment of Reconstituted and Stabilised Soft Soils with Varying Silt Contents

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