Effect of Geogrid Geometry on Interface Resistance in a Pullout Test

Eun, Jongwan; Gupta, Ranjiv; Zornberg, Jorge G.

doi:10.1061/9780784480472.025

Cited by 4 publications

(2 citation statements)

References 5 publications

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“…There is uncertainty in the G of geosynthetics (Santacruz Reyes 2016), so a small value was selected to contrast between isotropic and orthotropic behavior. At the geogrid-soil interfaces, the friction angle was the same as the surrounding LTP (Cancelli et al 1992;Cazzuffi et al 1993;Liu et al 2009), and the normal and shear stiffness values were 2 × 10 6 N=m (Eun et al 2017;Liao et al 2009).…”

Section: Geosynthetic Propertiesmentioning

confidence: 99%

3D Numerical Analyses of Column-Supported Embankments: Failure Heights, Failure Modes, and Deformations

Huang

Ziotopoulou

Filz

2020

J. Geotech. Geoenviron. Eng.

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Design of column-supported embankments (CSE) requires the evaluation of global stability using the conventional limit equilibrium method (LEM). Yet, for CSEs using unreinforced concrete columns and load transferring geogrids, the failure mechanisms and corresponding soil-structure interactions are not well understood. There is increasing evidence pointing to large bending moments in columns and failure of columns in flexure, as opposed to a failure by shear as assumed in limit equilibrium analyses. In response to these design uncertainties, the failure height, failure mode, and deformations of eight column-supported embankment scenarios were investigated using three-dimensional (3D) numerical analyses. For the same embankment scenarios at failure height, factors of safety (FS) were then calculated using the two-dimensional (2D) LEM for investigating its applicability in evaluating global stability of CSEs. The 3D numerical analyses examined CSE stability for the limiting conditions at undrained end-of-construction and after long-term dissipation of excess pore water pressures. The numerical model included representations of flexural tensile failure in the concrete columns and tensile failure in the geosynthetic reinforcement. Scenarios consisted of a base case with typical concrete column design, five single-parameter variations using base case conditions, and two multiparameter variations using base case conditions. The undrained condition was the most critical, and two failure modes were found: (1) multisurface shearing in the embankment coupled with bending failure of columns and near-circular shear failure in the clay, and (2) multisurface shearing in the embankment coupled with bending failure of columns and shearing in the upper portion of the soft foundation clay. Both failure modes were accompanied by a rupture of the geosynthetic when included in the load transfer platform. Soilcolumn interactions were complex, and many columns failed in bending at lower embankment heights than those that produced collapse. The factors of safety calculated using the LEM were overstated. This is because the LEM assumes failure by shear, which has limited applicability for examining the complex mechanisms by which CSEs fail. The practical implication is that the LEM should not be used for evaluating global stability of this system type and, by extension, other system types in which soil-structure interactions result in failures controlled by mechanisms other than shear.

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Section: Geosynthetic Propertiesmentioning

confidence: 99%

3D Numerical Analyses of Column-Supported Embankments: Failure Heights, Failure Modes, and Deformations

Huang

Ziotopoulou

Filz

2020

J. Geotech. Geoenviron. Eng.

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“…The roughness at sand-geotextile interface resulted in improving interactions [18], while the geometry of a grid strongly influences the pullout behaviour of grids under small displacements [12]. Moreover, the static and dynamic behaviour of granular materials depends upon the shape of the grains [14].…”

Section: Introductionmentioning

confidence: 99%

Interaction mechanism of Soil-ICB Grid

Elkorashi

Farouk

Mowafy

2022

Journal of Engineering Research

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To understand the improved behaviour of the Isometric Cogged Biaxial Grid (ICBG), this research is devoted to evaluating the factors affecting the soil-grid interaction by separating the effect of friction, shear, and passive resistance between the soil and grid. Laboratory pull-out tests are carried out using two types of soil (sand and crushed limestone) reinforced by three different types of reinforcements, which are; a Solid Plate, a Biaxial Grid and the ICBG. It is found that the ICBG, which is a biaxial grid modified by distributing cogs on both sides of its ribs, added a new factor to the resistance mechanism, which is the interlocking with soil aggregates. This factor comprises about 34% of the resistance value. Moreover, the design of the ICBG results in greater improvement in passive resistance and introduces interlocking between the ribs and the aggregates which raises the final passive resistance by about 50% over the traditional Biaxial Grid. It is also found that for the ICBG passive resistance and the shear strength comprise about 47% of the pullout resistance, while in the case of using the Biaxial Grid the shear resistance has the demonstrative role with more than 70%.

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Experimental and PIV evaluation of grain size and distribution on soil–geogrid interactions in pullout test

Abdi

Mirzaeifar

2017

Soils and Foundations

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Effect of Geogrid Geometry on Interface Resistance in a Pullout Test

Cited by 4 publications

References 5 publications

3D Numerical Analyses of Column-Supported Embankments: Failure Heights, Failure Modes, and Deformations

3D Numerical Analyses of Column-Supported Embankments: Failure Heights, Failure Modes, and Deformations

Interaction mechanism of Soil-ICB Grid

Experimental and PIV evaluation of grain size and distribution on soil–geogrid interactions in pullout test

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