Mechanical behaviour of sand-geotextile interface

Tuna, Şahin Çağlar; Altun, Selim

doi:10.1016/j.scient.2012.06.009

Cited by 49 publications

(19 citation statements)

References 15 publications

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“…Palmeira [1] presents test types that characterize, various conditions that can occur in some structures of reinforced soil. Some studies found in the literature, provides laboratory test results with the reinforcement layer positioned parallel to the failure plane induced for the shear box [1][2][3][4][5][6][7][8][9][10][11][12][13][14]. In other research the reinforcing layer is placed perpendicular or rotated to the failure plane [15][16][17][18][19][20].…”

Section: Introductionmentioning

confidence: 99%

Shear Strength Behavior of Different Geosynthetic Reinforced Soil Structure from Direct Shear Test

Infante

Martinez

Arrúa

et al. 2016

Int. J. of Geosynth. and Ground Eng.

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This paper presents the results of direct shear test on soil samples reinforced with geosynthetics, conducted with the aim of characterize the shear strength of reinforced soil composite. Two types of granular soil (well graded sand and silty sand) and four types of geosynthetic (woven and nonwoven geotextile-uniaxial and biaxial geogrid) were selected. Laboratory testing program were performed in two shear boxes, circular box with 63 mm in diameter and square box with 100 mm in length; the samples were made with loose and dense sand; the reinforcement layer was placed perpendicular to the failure surface; tests are conducted with three vertical confining pressures: 15.7, 31.4 and 62.8 kPa. The effect of different factors that influence the results of the shear tests is analyzed, such as: the particle size of soils, density of soils, shear box size and type of geosynthetics. The test results reveal that the maximum value of shear strength improvement was achieved for dense silty sand samples reinforced with biaxial geogrid. In general, the improvement was more favorable for samples reinforced with geogrid compared to samples reinforced with geotextile.

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Section: Introductionmentioning

confidence: 99%

Shear Strength Behavior of Different Geosynthetic Reinforced Soil Structure from Direct Shear Test

Infante

Martinez

Arrúa

et al. 2016

Int. J. of Geosynth. and Ground Eng.

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“…Tuna et al [34] in their experimental work have reported similar results, indicating that when compared at the same initial relative density, the use of geotextile reduces dilation especially at higher confining pressure. Chen et al [12] have concluded that inclusion of geogrid reinforcement increases the peak pore pressure of coarse grained soil with a limited effect of confining pressure.…”

Section: Variation Of the Excess Pore Pressurementioning

confidence: 64%

“…Many studies have been intensively focused on the undrained response of fiber reinforced sand in mixing form (Chen [10]; Ahmed et al [1]; Ibraim et al [22]; Noorzad and Fardad Amini [30]; Erdogan and Altun [16]), where less attention was given to reinforced sand with planar form of reinforcement (Latha and Murthy [26]; Kim et al [23]; Chen et al [12]; Tuna et al [34]). …”

Section: Introductionmentioning

confidence: 99%

Effect of Geotextile Reinforcement on Shear Strength of Sandy Soil: Laboratory Study

Denine

Della

Dlawar

et al. 2016

Studia Geotechnica Et Mechanica

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This paper presents results of a series of undrained monotonic compression tests on loose sand reinforced with geotextile mainly to study the effect of confining stress on the mechanical behaviour of geotextile reinforced sand. The triaxial tests were performed on reconstituted specimens of dry natural sand prepared at loose relative density (Dr = 30%) with and without geotextile layers and consolidated to three levels of confining pressures 50, 100 and 200 kPa, where different numbers and different arrangements of reinforcement layers were placed at different heights of the specimens (0, 1 and 2 layers). The behaviour of test specimens was presented and discussed. Test results showed that geotextile inclusion improves the mechanical behaviour of sand, a significant increase in the shear strength and cohesion value is obtained by adding up layers of reinforcement. Also, the results indicate that the strength ratio is more pronounced for samples which were subjected to low value of confining pressure. The obtained results reveal that high value of confining pressure can restrict the sand shear dilatancy and the more effect of reinforcement efficiently.

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“…Over the last years, the e ects of applying reinforcement materials to increase the shear strength of sands and the factors, including reinforcement type and reinforcement material, soil gradation, and reinforcement dispersion, have been studied only under static conditions by monotonic loadings [8][9][10][11][12][13]. Studies by Consoli et al [4] and Consoli et al [14] focused on consolidated drained triaxial tests to examine the ber reinforcement e ect on the mechanical behavior of sand admixed with varying cement content.…”

Section: Introductionmentioning

confidence: 99%

The Liquefaction Behavior of Poorly Graded Sands Reinforced with Fibers

Karakan

Eskişar

Altun

2018

Advances in Civil Engineering

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is study focuses on the performance of fibers, improving the resistance to liquefaction in loose sands, medium sands, and dense sands in Izmir, Turkey. A systematic testing schedule consisting of cyclic triaxial tests was held under stress-controlled and undrained conditions on saturated sand specimens with and without fiber reinforcements. e major parameters having effects on the dynamic behavior such as fiber content, fiber length, and relative density on the liquefaction behavior and the excess pore water pressure developments of specimens with and without fibers were investigated. If the fiber content or the fiber length was increased in the specimens, higher number of loading cycles was needed in order to experience the liquefaction of sands. e reinforcement effect in medium-dense specimens was found to be apparently distinctive compared to loose specimens. e curves of pore water pressures and shear strains were achieved for the fiber-reinforced sands. e boundaries of pore water pressure curves presented in the literature on the clean sands were utilized in comparison with the pore water pressure curves of fiberreinforced sands of this study. As a conclusion, the results presented in this study are useful to develop insight into the behavior of clean and fiber-reinforced sands under seismic loading conditions. Based on the test results, it was found that the number of loading cycles had a strong impact on the excess pore pressure generation.

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Mechanical behaviour of sand-geotextile interface

Cited by 49 publications

References 15 publications

Shear Strength Behavior of Different Geosynthetic Reinforced Soil Structure from Direct Shear Test

Shear Strength Behavior of Different Geosynthetic Reinforced Soil Structure from Direct Shear Test

Effect of Geotextile Reinforcement on Shear Strength of Sandy Soil: Laboratory Study

The Liquefaction Behavior of Poorly Graded Sands Reinforced with Fibers

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