Interface Shear Strengths Between Geosynthetics and Clayey Soils

Chai, Jinchun; Saito, Akinori

doi:10.1007/s40891-016-0060-8

Cited by 24 publications

(22 citation statements)

References 21 publications

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“…Water-saturation of the shearing zone of the samples caused the decrease of the interfacial friction resistance from 14% to 1% at the degree of compaction I S = 0.90, and from 20% to 1% at the degree of compaction I S = 1.00, with the increase in normal stresses from 50 to 300 kPa. This relationship is consistent with results presented by Noorzad and Mirmoradi [61], Khoury et al [62], Cahi and Saito [53] or Jotisankasa and Rurgchaisiri [4] obtained for different soils and geotextiles, and it is consistent with the theory of shear strength of unsaturated soils [63]. Theory and test results indicate that the presence of suction stress within unsaturated soil causes its shear strength to be higher than that of saturated soil.…”

Section: Shear Strength and Interfacial Friction Resistancesupporting

confidence: 91%

“…It can be stated that the higher values of the R i were obtained in studies of non-woven geotextile than woven one. The obtained range of values of iteraction coefficient isn't very wide (from about 0.70 to 1.05, mainly 0.8-1.0) and it fits in the range of results reported by others [4,50,53]. The tests' results also indicate that the values of this coefficient increased with the increase in normal stresses (Figure 9).…”

Section: Nonwoven Geotextilesupporting

confidence: 86%

“…is the angle of internal friction of the soil, c a (kPa) is the adhesion between the soil and geosynthetic, and c (kPa) is the soil cohesion. The results of the research of Tanchaisawat et al [50], Chai and Saito [53], Jotinsankasa and Rurgchaisri [4] show that the values of the interaction coefficient are usually less than 1.0 (0.3-1.1), whereas smaller values are usually obtained for cohesive soils.…”

Section: Introductionmentioning

confidence: 97%

“…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%

“…It is also possible to determine the interaction coefficient defined as the shear strength ratio at the contact of the filling material and the geosynthetic to the shear strength of the material itself [50,53]:…”

Section: Introductionmentioning

confidence: 99%

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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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