Modeling of soil–woven geotextile interface behavior from direct shear test results

Anubhav,; Basudhar, P. K.

doi:10.1016/j.geotexmem.2009.12.005

Cited by 98 publications

(20 citation statements)

References 22 publications

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“…Over recent decades, numerous experimental studies have been conducted to assess the shear strength parameters of soil-geosynthetic interfaces through direct shear tests (Bergado et al 1993(Bergado et al , 2006Bakeer et al 1998;O'Kelly and Naughton 2008;Liu et al 2009;Anubhav 2010;Ferreira et al 2012Ferreira et al , 2013Vieira et al 2013). However, few studies have compared the direct shear behaviour of different soil-geosynthetic interfaces for various conditions of soil moisture content and density.…”

Section: Introductionmentioning

confidence: 99%

Direct shear behaviour of residual soil–geosynthetic interfaces – influence of soil moisture content, soil density and geosynthetic type

Ferreira

Vieira

Lopes

2015

Geosynthetics International

117

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Soil-geosynthetic interface shear strength is an essential parameter for the design and stability analysis of geosynthetic-reinforced soil structures. Economic and environmental reasons have led to increasing use of locally available residual soils with a significant percentage of fines and lower draining capacity, when compared with the traditional good-quality backfill materials. This paper describes an extensive laboratory study carried out using a large-scale direct shear test device, in which the influence of soil moisture content, soil density and geosynthetic type on the direct shear behaviour of the soil-geosynthetic interface was evaluated. The study involved a locally available granite residual soil and four geosynthetics: two geogrids (one uniaxial and the other biaxial), one geocomposite reinforcement (high-strength geotextile) and one geotextile. Test results have revealed that the increase in soil moisture content can measurably reduce the soil-geosynthetic interface shear strength. Regardless of soil moisture content, soil density proved to have a remarkable influence on interface shear strength, particularly when geogrids were used. Among the different geosynthetics tested, the biaxial geogrid was found to be the most effective reinforcement for this particular type of soil, concerning the direct shear mechanism. For soil-geogrid interfaces, the coefficients of interaction ranged from 0.71 to 0.99. For soil-geotextile interfaces, the coefficients of interaction varied from 0.54 to 0.85.

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Section: Introductionmentioning

confidence: 99%

Direct shear behaviour of residual soil–geosynthetic interfaces – influence of soil moisture content, soil density and geosynthetic type

Ferreira

Vieira

Lopes

2015

Geosynthetics International

117

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“…A different relationship was found by Anubhav and Basudhar [23], where the tested nonwovens were characterized by a brittle cut at the contact with the monofractional sand. The results of shear strength and interfacial friction resistance parameters obtained by them make it possible to state that in the case of non-cohesive soils, such dependence can be expected.…”

Section: Shear Strength and Interfacial Friction Resistancementioning

confidence: 65%

“…However, it should be pointed out that the direct shear apparatus tests are still the most popular method for testing geosynthetics (e.g., [7,22]). In this apparatus, there are also conducted shear strength tests of the soils with other types of geosynthetic reinforcement, such as geogrids, geonets [23,24] as well as with the addition of dispersed reinforcement such as tire shreds [25] or dedicated to concrete reinforcement synthetic fibers [10,[26][27][28][29].In ordinary applications, the reinforced earth structures do not reach the damage condition. Therefore, to analyze the behaviour of the reinforced soil structure at the level of working stress, it is necessary to determine the mobilization of friction resistance and its relationships with the basic properties of the soil and the reinforcement [30].…”

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confidence: 99%

The Influence of Compaction and Water Conditions on Shear Strength and Friction Resistance between Geotextiles and Ash-Slag Mixture

2020

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The paper presents the results of tests of the shear strength of the ash-slag mixture taken from the landfill located in Kraków (Poland) and the interfacial friction resistance at the contact between the ash-slag mixture and woven or nonwoven geotextiles. The tests were carried out in a direct shear apparatus on samples with and without water saturation. The samples for testing were formed in the apparatus box at the optimum moisture by compacting them to I S = 0.90 and 1.00. The test results reveal that the shear strength parameters of the ash-slag mixture were large. It was stated the significant influence of the compaction, the growth of which has resulted in an increase in the angle of internal friction (from 7% to 9%) and cohesion (from 60% to 97%). Whereas the saturation of the samples reduced the shear strength parameters (from 4% to 6%, of the internal friction angle and 30% to 43% of cohesion). The values of the interfacial friction resistance at the contact between the ash-slag mixture and the geotextiles were large as well, but slightly smaller than the values of the shear strength parameters of the mixture itself. The compaction caused an increase in the angle of interfacial friction (from 1% to 5%) and adhesion (from 31% to 127%). The water-saturation of the samples caused a change in the angle of interfacial friction (from −6% to 3%) and decline in the adhesion (from 22% to 69%). Values of the interaction coefficient were about 0.8-1.0 and they tended to rise with increasing the normal stress. Higher values of this parameter were obtained in tests with water saturation and for non-woven geotextiles.Another problem is the proper selection of a backfill material and its compaction. It is usually recommended to use materials with a high shear strength. As a filling, industrial wastes arising, for example, in the production of coal (coal shales), electricity or heat as a result of the coal combustion (ash slag mixtures, fly ash, slag, microsphere, ashes from the fluidized furnace) are also increasingly used. Wastes are generated in the combustion processes because there are large amounts of non-flammable substances, their content in coal ranges from 11% to 17% (hard coal extracted in Poland) and from 3% to 11% (lignite) [8]. The by-products of combustion can be used as artificial aggregates in earth structures [8][9][10][11]. The utilisation of these products in earth structures is of great importance from the economic and ecological points of view. The use of artificial aggregates and geosynthetics for strengthening the soil subgrade also has a significant impact on the protection of natural aggregates. It makes possible constructing the embankments of the selected industrial wastes and limits the scope of soil exchange.In order to meet current requirements for earthworks, the use of geosynthetics that satisfy the requirements for acceleration and quality of works, as well as the optimization of costs of road pavement construction, have been started [12]. In addition to the versatility of using geosynt...

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“…The experimental observations from different studies for sand-geotextile interfaces showed different post-peak stress-displacement relationship as compared to that for clay-geomembrane interfaces. Based on experimental observations, Anubhav and Basudhar [11] modified the procedure developed by Esterhuizen et al [9] for simulating the stain softening model for sand-geotextile interfaces. In the present study, the modified model is incorporated in FLAC 3D as described below.…”

Section: Dmentioning

confidence: 99%

“…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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Modeling of soil–woven geotextile interface behavior from direct shear test results

Cited by 98 publications

References 22 publications

Direct shear behaviour of residual soil–geosynthetic interfaces – influence of soil moisture content, soil density and geosynthetic type

Direct shear behaviour of residual soil–geosynthetic interfaces – influence of soil moisture content, soil density and geosynthetic type

The Influence of Compaction and Water Conditions on Shear Strength and Friction Resistance between Geotextiles and Ash-Slag Mixture

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

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