Unsaturated soil–geotextile interface behavior

Khoury, Charbel; Miller, Gerald A.; Hatami, Kianoosh

doi:10.1016/j.geotexmem.2010.06.009

Cited by 84 publications

(38 citation statements)

References 27 publications

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“…For the Kettleman failure, the amount of saturated material prior to failure was not certain . According to direct shear tests for the unsaturated soil-geomembrane interface or the soil-geotextile interfaces (Fleming et al, 2006;Sharma et al, 2007;Hamid and Miller, 2009;Khoury et al, 2011), soil suction can contribute to the shear resistance of soil-geomembrane or soil-geotextile interfaces. The extended Mohr-Coulomb model was used to describe the increase in the unsaturated interface shear strength due to suction (Hatami et al, 2008).…”

Section: Kettleman Hills Landfill Failurementioning

confidence: 99%

The influence of the unsaturated soil zone on 2-D and 3-D slope stability analyses

Zhang

Fredlund

et al. 2015

Engineering Geology

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Section: Kettleman Hills Landfill Failurementioning

confidence: 99%

The influence of the unsaturated soil zone on 2-D and 3-D slope stability analyses

Zhang

Fredlund

et al. 2015

Engineering Geology

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“…Zornberg and Mitchell 1994;Mitchell and Zornberg 1995;Portelinha et al 2013aPortelinha et al , 2013b. Khoury et al (2011) used a modified direct shear apparatus to study the effect of matric suction on soilgeotextile interface behaviour. Results of their study showed that the peak shear strength of the soil-geotextile interface increased with suction and net normal stress, but the horizontal displacement at peak shear strength was smaller at higher suctions.…”

Section: Introductionmentioning

confidence: 99%

“…However, detailed discussions on suctioncontrolled interface shear tests on marginal soil-geotextile interfaces are given in authors and colleagues' earlier publications (i.e. Hatami et al 2008;Khoury et al 2011).…”

Section: Introductionmentioning

confidence: 99%

Unsaturated soil–woven geotextile interface strength properties from small-scale pullout and interface tests

Hatami

Esmaili

2015

Geosynthetics International

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One main concern related to the performance of unsaturated soils during the construction and service life of earthen structures is loss of matric suction due to the seasonal variations of gravimetric water content (GWC), ground water infiltration and possible development of excess pore water pressure. In addition to reducing the soil shear strength, loss of matric suction as a result of wetting could also reduce the soil-reinforcement interface shear strength in comparison with the as-built value at a lower GWC. This paper presents the results of small-scale pullout and interface tests on a woven geotextile reinforcement material in different marginal soils in order to quantify the difference in the soil-geotextile interface shear strength as a function of GWC for practical applications. A moisture reduction factor [MRF ¼ ì(ø)] is used to account for the reduction in the soil-geotextile interface shear strength as a function of matric suction over a range of GWC values that includes the dry and wet sides of the soil optimum gravimetric water content (GWC opt ) or optimum moisture content (OMC). It was observed that the interface shear strength of geotextile reinforcement in marginal soils could be significantly lower (e.g. by as much 50%) at only 2% wet of optimum (i.e. OMC+2%) in comparison with OMCÀ2%, which is assumed to represent the as-built condition.

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“…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%

“…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. Based on the results of experiments, researchers have proposed several types of interface constitutive models, including the non-linear elastic model [13], elastic-perfectly plastic model [14,15], rigid-plastic model [16], elastic-viscoplastic model [17], damage model [18], strainsoftening model, [19,20], monotonic and cyclic model [21] and cracking model [22], unsaturated interface model [7]. Whereas there are many available interface models, most numerical analysis software typically only provide a single and simple generalized interface model for users.…”

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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Unsaturated soil–geotextile interface behavior

Cited by 84 publications

References 27 publications

The influence of the unsaturated soil zone on 2-D and 3-D slope stability analyses

The influence of the unsaturated soil zone on 2-D and 3-D slope stability analyses

Unsaturated soil–woven geotextile interface strength properties from small-scale pullout and interface tests

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

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