Experimental Investigation of Interface Behaviour of Different Types of Granular Soil/Geosynthetics

Choudhary, Awdhesh Kumar; Krishna, A. Murali

doi:10.1007/s40891-016-0044-8

Cited by 62 publications

(14 citation statements)

References 24 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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“…While determining interface shear characteristics of soil-geotextile interface, geotextile was rigidly fixed to lower half of the direct shear box and in the other half soil was filled at desired compaction state. Geotextile was wrapped to a wooden box which fits perfectly into the modified direct shear [7,8]. Limit equilibrium method (LEM) and finite element method (FEM) are commonly adopted in evaluating stability of earthen structures [32].…”

Section: Methodsmentioning

confidence: 99%

“…Frictional and interface frictional characteristics are the important parameters governing the stability of sloped MLCS [5][6][7][8]. Moreover, it is presumed that interface layers (the plane between two different types of materials) are the weakest planes more prone to slip or failure due to the lack of proper interaction [9][10][11].…”

Section: Introductionmentioning

confidence: 99%

Frictional and Interface Frictional Characteristics of Multi-layer Cover System Materials and Its Impact on Overall Stability

Yamsani

Sreedeep

Rakesh

2016

Int. J. of Geosynth. and Ground Eng.

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The municipal and hazardous landfills nearing its design capacity need to be isolated from the atmosphere using multi-layered cover system (MLCS). These MLCS constitutes different layers of soil and geosynthetics with widely varying properties. Each of these layers fulfil specific requirements by acting as a surface protection, drainage, separation, filtration and hydraulic barrier layers of MLCS. Failure of these MLCS leads to waste-atmosphere interaction and results in extremely hazardous situation to biosphere. The stability of MLCS significantly depends on the shear strength characteristics of materials used viz., the internal frictional characteristics of individual soil materials and interface frictional characteristics of soil-soil or soil-geotextile combination. In view of this, frictional characteristics of four type of soils, four soilgeotextile interfaces and one soil-soil interface was determined using direct shear and modified direct shear testing methods. The modification of geomembrane used in barrier layer was also attempted, for improving its interface shear characteristics. The usefulness of the above parameters and the influence of its variability on the slope stability of MLCS of a near surface low level radioactive waste disposal facility (NSDF) is demonstrated in this study.

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“…where E c (%) is the effectiveness of strengthening with geosynthetic due to cohesion, E ϕ (%) is the effectiveness of strengthening with geosynthetic due to friction resistance, c a (kPa) is the adhesion between the soil and geosynthetic, c (kPa) is the soil cohesion, δ ( • ) is the angle of interfacial friction, and ϕ ( • ) is the angle of internal friction of the soil. The comparison of test results of soil shear strength parameters and friction parameters on the interface between soil and geosynthetic [4,6,[52][53][54] indicates that the values of the parameters E ϕ and E c are within a wide range (from 0.41 to 1.15 and from 0.45 to 1.41, respectively), but they are generally smaller than the value of 1.0. However, it should be noted that the usefulness of the E c parameter seems disputable (questionable) in the case when tested soil is non cohesive.…”

Section: Introductionmentioning

confidence: 98%

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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Experimental Investigation of Interface Behaviour of Different Types of Granular Soil/Geosynthetics

Cited by 62 publications

References 24 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

Frictional and Interface Frictional Characteristics of Multi-layer Cover System Materials and Its Impact on Overall Stability

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

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