Performance of 3-D geogrid-reinforced sand under direct shear mode

Makkar, Femy M.; Chandrakaran, S.; Sankar, N.

doi:10.1080/19386362.2017.1336297

Cited by 18 publications

(6 citation statements)

References 30 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…The interface shear strength coefficient of 3-D geogrid-reinforced fine sand was lower compared to 3-D geogrid-reinforced medium sand. [11] Other researchers have performed the triaxial tests on reconstituted specimens of dry, natural sand prepared at a loose relative density (Dr = 30%) with and without geotextile layers and consolidated to three levels of confining pressures, 50, 100, and 200 kPa, where differing numbers and arrangements of reinforcement layers were placed at different heights of the specimens (zero, one, and two layers). The geotextile inclusion improves the mechanical behavior of sand; thus, a significant increase in the shear strength and cohesion value is obtained by adding layers of reinforcement.…”

Section: Introductionmentioning

confidence: 99%

Using Triaxial Tests to Determine the Shearing Strength of Geogrid-Reinforced Sand

Skuodis

Dirgėlienė

Medzvieckas

2020

Studia Geotechnica Et Mechanica

View full text Add to dashboard Cite

Geogrids are widely used in civil engineering projects to reinforce road and railway structures. This paper presents research on the shearing strength of soil samples that have been reinforced with geogrids. The relationship between soil and geogrids is explored and evaluated by modeling the mechanical behavior of heterogeneous materials. For the purposes of this research, data obtained from tests of unreinforced sand samples with triaxial cells were compared with the data obtained from tests of reinforced sand samples. It was found that the shearing strength for reinforced samples was higher (from 9% to 49%) compared to unreinforced samples. Some damage to the geogrid was detected during the experiment, and for this reason, the same tests were numerically simulated for both unreinforced samples and samples reinforced with geogrids. Numerical simulations revealed the main reasons for damage to the geogrids during triaxial testing.

show abstract

Section: Introductionmentioning

confidence: 99%

Using Triaxial Tests to Determine the Shearing Strength of Geogrid-Reinforced Sand

Skuodis

Dirgėlienė

Medzvieckas

2020

Studia Geotechnica Et Mechanica

View full text Add to dashboard Cite

show abstract

“…Many scholars have performed experimental research to understand the interface characteristics between the soil and reinforcing materials in reinforced soil. The corresponding tests are mainly interface direct shear and pull-out tests 3 , 6 , 7 . Comparing direct shear test and pull-out test results, Xu et al 8 found that the direct shear strength τs, interfacial shear strength τds, and pull-out shear strength τp of a geogrid-compacted soil interface were similar.…”

Section: Introductionmentioning

confidence: 99%

Experimental study on the interface characteristics of geogrid-reinforced gravelly soil based on pull-out tests

Liu,

Pan,

Liu

et al. 2024

Sci Rep

View full text Add to dashboard Cite

The factors influencing geogrid–soil interface characteristics are critical design parameters in some geotechnical designs. This study describes pull-out tests performed on gravelly soils commonly encountered in the Xinjiang region and reinforced with two types of geogrids. The factors affecting the geogrid–gravelly soil interface properties are investigated with different experimental loading methods (pull-out velocity, normal stress), geogrid types, and soil particle size distributions and water contents. The ultimate pull-out force increases with the normal stress and pull-out velocity. Furthermore, with increasing coarse particle content and water content, the ultimate pull-out force increases and then decreases sharply. Based on these research results, this paper provides reasonable parameters and recommendations for the design and pull-out testing of reinforced soil in engineering structures. In reinforced soil structure design, the grid depth should be increased appropriately, and the coarse particle content of the overlying soil should be between 30 and 40%. During construction, the gravelly soil should be compacted to the maximum compaction at the optimal water content, and the structure should have a reasonable waterproofing system. According to the calculation results of the interface strength parameters, the uniaxial geogrid–gravelly soil interface has a high cohesive force csg, which should not be ignored in reinforced soil structure design.

show abstract

“…Sidali et al [ 13 ] conducted a series of monotonic consolidated drained and consolidated undrained triaxial tests to study the behavior of reinforced sand. Makkar Femy et al [ 14 ] conducted large-scale direct shear tests to study the interaction between clean dried river sand and a 3D geogrid under direct shear mode. Clemency et al [ 15 ] conducted a series of direct shear tests to investigate the influences of discrete fiber strips on the mechanical properties of reinforced sand and developed a method to strictly control the initial orientation of fiber strips in specimen preparation.…”

Section: Introductionmentioning

confidence: 99%

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Gao,

Lin,

Wang

et al. 2023

Materials

View full text Add to dashboard Cite

The interface friction mechanics of reinforcement material with filler is an essential issue for the engineering design of reinforced soil structure. The interface friction mechanics is closely associated with the properties of filler and reinforcement material, which subsequently affects the overall stability. In order to investigate the interface mechanism of a double-twisted hexagonal gabion mesh with a coarse-grained filler derived from a weathered red sandstone, a large laboratory pullout test was carried out. The pullout force–displacement curve was obtained by fully mobilizing the gabion mesh to reach the peak shear stress at the interface between the gabion mesh and the coarse-grained filler. The change of force–displacement characteristics and the distribution of tensile stress in gabion mesh during the pullout process were obtained. A 3D numerical model was established based on the pullout test model, and the model for analyzing the interface characteristic between the gabion mesh and the coarse-grained filler was modeled using the FLAC3D 6.0 platform. The interface characteristics were further analyzed in terms of the displacement of soil, the displacement of reinforcement, and the shear stress of soil. The strength and deformation behaviors of the interface during the entire pullout process were well captured. The pullout force–displacement curve experiences a rapid growth stage, a development transition stage and a yielding stabilization stage. The critical displacement corresponding to peak pullout stress increases with the increase in normal stress. The normal stress determines the magnitude of shear stress at the reinforcement and soil interface, and the displacement distribution of a gabion mesh is not significantly affected by normal stress when the applied normal stress is within a range of 7–20 kPa. The findings are beneficial to engineering design and application of a gabion mesh-reinforced soil structure.

show abstract

Performance of 3-D geogrid-reinforced sand under direct shear mode

Cited by 18 publications

References 30 publications

Using Triaxial Tests to Determine the Shearing Strength of Geogrid-Reinforced Sand

Using Triaxial Tests to Determine the Shearing Strength of Geogrid-Reinforced Sand

Experimental study on the interface characteristics of geogrid-reinforced gravelly soil based on pull-out tests

Interface Mechanics of Double-Twisted Hexagonal Gabion Mesh with Coarse-Grained Filler Based on Pullout Test

Contact Info

Product

Resources

About