Strength and consolidation characteristics of clay with geotextile-encased sand column

Xu, Youwei; Methiwala, Jayamini; Williams, David J.; Serati, Mehdi

doi:10.1680/jgrim.17.00070

Cited by 7 publications

(13 citation statements)

References 25 publications

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“…Furthermore, the further improvement in the shear strength caused by the geotextile encasement was mainly accounted for the increase in the apparent cohesion (increasing from 8.0 kPa to 37.3 kPa), due to the further confinement provided by the geotextile encasement. In comparsion with the recent study outcomes on direct shear strengths of clay with OSC and GESC (Xu et al 2018), it also has been found that OSC and GESC can significantly improve the direct shear strength of clay when subjected to lateral loading in the direct shear tests, resulting in a significant increase in friction angles. However, the impact on the inferred apparent cohesions was found to be minor, which is different from the finding from this study.…”

Section: Deviator Stress and Pwp Change Versus Axial Strainsupporting

confidence: 66%

“…Xu, Y., Williams, D. J., Serati, M., 2018 was utilised in this study, which is capable of performing both direct/interface shear and pull-out tests, as also mentioned in Paper I and Paper II.…”

Section: Paper IIImentioning

confidence: 99%

“…to diameter ratio and the spacing of the column groups Muir Wood et al 2000;Najjar , 2013Frikha et al 2015). The performance of clay reinforced with OSC or GESC subjected to lateral loading has also been experimentally modelled by direct shear box tests Xu et al 2018). In addition, overconsolidated soils would be commonly encountered in excavations in the field as a result of overburden unloading, and thus, the stress-dependent behaviour of soils has also attracted some researchers' interest through Koconsolidated or isotropically consolidated triaxial tests (Zhu and Yin 2000;Abdulhadi et al 2012;Gu et al 2016;Wu et al 2017).…”

Section: Introductionmentioning

confidence: 99%

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Interface and composite behaviour of geosynthetic-reinforced soils

Xu¹

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Reinforcing soils with geosynthetics can significantly improve their engineering behaviour and performance, mainly by increasing their bearing capacity, providing additional confinement, reducing vertical settlement and lateral deformation, and increasing overall stiffness. Reinforcement is achieved by the tensile forces that the geosynthetics develop under load, which contributes to the overall stability of the reinforced soil composite. Geotextiles and geogrids are the two geosynthetic products commonly used as reinforcement elements in a soil mass. In particular, the apertures within geogrids provide additional interlock embedded soil particles. Due to the increasing use of geosynthetics in geotechnical engineering for soil reinforcement, stabilisation and ground improvement, a deeper understanding of the interface and composite behaviour of geosynthetic-reinforced soils is required. The interface parameters, such as interface friction angle, adhesion and pull-out resistance, are essential for the design and stability analysis of geosynthetic-reinforced soil structures. The two commonly used experimental techniques to determine these interface parameters are large-scale direct/interface shear tests, and pull-out tests. However, the interaction mechanisms between soils and geosynthetics in these two testing modes remain poorly understood, as does the theory used to describe them. In particular, geogrids have complex and varying aperture shapes, sizes and thicknesses. The contribution of each shear strength component at the soil-geogrid interface has not been well established in the literature. To investigate the interface behaviour of geosyntheticreinforced soils, laboratory large-scale direct/interface shear and pull-out tests were carried out on different types of materials, including roadbase, crusher run aggregate, sand, and four types of geosynthetics. The applications of geosynthetics in base reinforcement and subgrade stabilisation were experimentally modelled in the large-scale interface shear tests. Theoretical frameworks were then proposed to interpret the experimental results by quantifying the contribution of different shear strength components mobilised along the interface between the soil and geogrid. Furthermore, the effects of scalping on the direct and interface shear strengths of aggregate were investigated. The particle breakage caused by loading and shearing in the direct and interface shear tests on aggregate with different degrees of scalping was assessed and discussed, based on sieving analyses and inferred particle breakage indices.

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Section: Deviator Stress and Pwp Change Versus Axial Strainsupporting

confidence: 66%

Section: Paper IIImentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Interface and composite behaviour of geosynthetic-reinforced soils

Xu¹

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“…Table 1 shows the results of the mineralogical analysis performed on NS, MS and CWG using X-ray fluorescence (XRF) spectroscopy, showing that silica (SiO2) is the dominant mineral in all three materials. Table 2 presents the geotechnical characterisation results of all the test materials, as reported by Kazmi et al (2021) and Xu et al (2018), showing that NS and CWG are uniformly graded materials with median particle sizes of 0.29 mm and 1.42 mm, respectively. The median particle size of NS is almost five times smaller than that of CWG.…”

Section: Methodsmentioning

confidence: 99%

Kaolin Clay Reinforced with a Granular Column Containing Crushed Waste Glass or Traditional Construction Sands

et al. 2022

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Installation of granular columns is a cost-effective and versatile in situ technique to improve the shear strength, settlement, and drainage behaviour of weak soils. It involves backfilling vertical boreholes in the ground with granular materials stiffer than the native soil, such as stone or compacted sand.However, the massive use and overexploitation of sand and natural aggregates have depleted their reserves in recent decades, causing damage to the environment, creating sand shortages and skyrocketing their price. Hence, it is essential to develop a sustainable alternative to natural aggregates to construct granular columns. The ever-increasing stockpiles of waste glass could be a potential replacement for natural sand in several geotechnical construction applications, noting that both materials have a similar chemical composition. Using crushed waste glass (CWG) as an alternative to traditional natural and manufactured (quarried) sands in granular columns could offer a multipronged benefit by recycling non-biodegradable waste (glass) and by conserving a depleting natural resource (sand). Using a large direct shear (LDS) machine, this study investigated the shear strength behaviour of kaolin (to represent a typical weak soil) reinforced with a central granular column. Three different materials were separately used to backfill the column, including natural sand (NS), manufactured sand (MS) and CWG. The results revealed that the geocomposites containing the CWG column have the highest peak friction angle and relatively greater shear strength under high normal stresses, favouring the potential use of CWG as a green alternative to traditional sands in backfilling granular columns, ultimately supporting resource conservation, waste recycling and the paradigm shift towards a circular economy.

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“…samples were subjected to direct shear testing at a shearing rate of 1.0 mm/min. The measured shear stresses and applied normal stresses were corrected for reductions in the shear area during the shearing process(Xu et al, 2018b). The shear strength envelopes were best-fitted byapplying the Mohr-Coulomb failure criterion.…”

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confidence: 99%