Interface Behavior of Woven Geotextile with Rounded and Angular Particle Sand

Anubhav,; Basudhar, P. K.

doi:10.1061/(asce)mt.1943-5533.0000774

Cited by 38 publications

(9 citation statements)

References 7 publications

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“…The direct shear test has been used to determine shear strength properties of various soilstructure interfaces. Such applications of direct shear testing range from fundamental studies on the effects of dilatancy (Simoni and Houlsby, 2006), particle size (Yu et al, 2006) and shear box platen fixities (Jewell, 1986) to field applications including skin friction generated between various construction materials (Potyondy, 1961), geosynthetic-reinforced structures (Anubhav and Basudhar, 2013;Arulrajah et al, 2013), large-scale hydropower projects, and excavations of lunar regoliths (Iai and Luna, 2011). Direct shear tests can be conducted under conditions of constant normal load (CNL), constant normal stiffness (CNS), or constant volume (CV) (Pellet and Keshavarz, 2014).…”

Section: Direct Shear Testingmentioning

confidence: 99%

Evaluation of Pipe-Jacking Forces Based on Direct Shear Testing of Reconstituted Tunneling Rock Spoils

Choo

Ong

2015

J. Geotech. Geoenviron. Eng.

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The installation of underground trunk sewer lines in the Tuang Formation of Kuching City, Malaysia utilized trenchless technology in the form of the pipe-jacking method. The evaluation of pipe-jacking forces mainly involves empirical models developed for soils, with rather limited considerations for drives through weathered rock. Therefore, a novel approach is proposed to evaluate strength parameters by reconstituting and subsequently shearing scalped tunneling rock spoils in the direct shear apparatus. The direct shear results are then applied to a well-established pipe-jacking force model, which considers arching theory. The outcomes indicate that the back-analyzed frictional coefficients, µ avg are not only reliable but also related to their surrounding geologies due to soil-structure interaction. This study also highlights the significance of lubrication and effect of rock arching in assessing jacking forces. The successful characterization of reconstituted tunneling rock spoils in this paper has shown potential use in assessing jacking forces during micro-tunneling works.

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Section: Direct Shear Testingmentioning

confidence: 99%

Evaluation of Pipe-Jacking Forces Based on Direct Shear Testing of Reconstituted Tunneling Rock Spoils

Choo

Ong

2015

J. Geotech. Geoenviron. Eng.

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“…Direct shear test was simulated by applying a constant normal stress on the top of soil surface and then applying fixed horizontal velocity to all the elements of upper part for displacement of upper soil block. In the present study the non-linear model was verified using the published experimental results of direct shear tests conducted by Anubhav and Basudhar [12]. Experiments were conducted in a conventional size modified direct shear box using two sands having different shaped grains (one having angular grains-Kalpi Sand and other having rounded grains-Ennore Sand).…”

Section: Model Validationmentioning

confidence: 88%

“…In the numerical analysis of the reinforced soil structures, generally linear elastic interface model with Mohr-Coulomb failure criterion is used. Experimental observations showed that the force-displacement relationships of sand-geotextile interfaces are nonlinear in both peak and post-peak ranges [6][7][8][9][10][11][12]. For correct predictions of behaviour of the reinforced soil structures, it is also necessary to correctly incorporate the soilgeosynthetic interface behaviour in the numerical models.…”

Section: Introductionmentioning

confidence: 99%

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Anubhav

2015

Int. J. of Geosynth. and Ground Eng.

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Behaviour of reinforced soil structures depends on the material properties of soil and geosynthetics. Apart from individual properties of soil and reinforcement, the interaction between reinforcement and soil also plays important role in deciding the behaviour of reinforced soil structures. The modelling of the interface characteristics is a very important aspect in developing a correct numerical model for predicting the performance of reinforced soil structures. For simulating the interface behaviour a linearly elastic model with Mohr-Coulomb criterion is commonly used. Experimental observations made from direct shear tests usually show that the force-displacement relationship is non-linear till a peak is attained, beyond which softening behaviour is observed. In this paper a constitutive model appropriate for geosynthetic interfaces has been implemented in FLAC 3D and used to simulate the shear stress displacement behaviour of different sand-geotextile interfaces. In the present study, shear stress-displacement behaviour of interfaces of different types of sands and geotextiles (monofilament woven, multifilament woven and nonwoven) have been considered for simulation. The simulated curves using the FLAC 3D showed very good agreement with the experimental data over the complete stress-displacement ranges.

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“…The strain rates of shear tests were varied over a wide range based on the permeability of materials for ensuring proper dissipation of excess pore pressures as per the recommendations of [23,24]. Direct shear test is a robust device for quickly evaluating the shear characteristics of given soil material [25][26][27]. Also direct shear test can be easily modified to determine interface shear characteristics, replacing one half with different material.…”

Section: Methodsmentioning

confidence: 99%

Frictional and Interface Frictional Characteristics of Multi-layer Cover System Materials and Its Impact on Overall Stability

Yamsani

Sreedeep

Rakesh

2016

Int. J. of Geosynth. and Ground Eng.

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The municipal and hazardous landfills nearing its design capacity need to be isolated from the atmosphere using multi-layered cover system (MLCS). These MLCS constitutes different layers of soil and geosynthetics with widely varying properties. Each of these layers fulfil specific requirements by acting as a surface protection, drainage, separation, filtration and hydraulic barrier layers of MLCS. Failure of these MLCS leads to waste-atmosphere interaction and results in extremely hazardous situation to biosphere. The stability of MLCS significantly depends on the shear strength characteristics of materials used viz., the internal frictional characteristics of individual soil materials and interface frictional characteristics of soil-soil or soil-geotextile combination. In view of this, frictional characteristics of four type of soils, four soilgeotextile interfaces and one soil-soil interface was determined using direct shear and modified direct shear testing methods. The modification of geomembrane used in barrier layer was also attempted, for improving its interface shear characteristics. The usefulness of the above parameters and the influence of its variability on the slope stability of MLCS of a near surface low level radioactive waste disposal facility (NSDF) is demonstrated in this study.

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Interface Behavior of Woven Geotextile with Rounded and Angular Particle Sand

Cited by 38 publications

References 7 publications

Evaluation of Pipe-Jacking Forces Based on Direct Shear Testing of Reconstituted Tunneling Rock Spoils

Evaluation of Pipe-Jacking Forces Based on Direct Shear Testing of Reconstituted Tunneling Rock Spoils

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Frictional and Interface Frictional Characteristics of Multi-layer Cover System Materials and Its Impact on Overall Stability

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