Hyperbolic expression for soil-geosynthetic or geosynthetic-geosynthetic interface shear strength

Giroud, J.P.; Darrasse, J.; Bachus, Robert C.

doi:10.1016/0266-1144(93)90030-r

Cited by 35 publications

(13 citation statements)

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“…Although undefined at the origin (ó n,s ¼ 0), Equation 7 can provide a satisfactory fit at low ó n,s values. Fox et al (1998a) and Thiel et al (2001) used the following relationship for a p-order hyperbola with non-orthogonal asymptotes proposed by Giroud et al (1993) An alternative to all the above equations and fitting methods is to simply use the strength envelope described by the test data directly for stability analysis . Many slope stability software programs allow a user to enter combinations of normal and shear stress to describe a strength envelope.…”

Section: Shear Strength Envelopesmentioning

confidence: 99%

State-of-the-art report: GCL shear strength and its measurement – ten-year update

Fox

Stark

2015

Geosynthetics International

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This paper presents an invited update to our 2004 state-of-the-art report and provides a comprehensive source of information on the shear strength and shear strength testing of geosynthetic clay liners (GCLs). Essential concepts of shear stress-displacement behavior and shear strength are presented, followed by detailed discussions on the laboratory measurement of the shear strength of GCLs and GCL interfaces. The paper also provides recommendations for the selection of design strength envelopes for stability analyses and checklists to assist users in the specification of GCL shear testing programs. North American practice is emphasized and discussions are focused primarily within the context of landfill bottom liner and cover systems. Conclusions and recommendations are provided with regard to GCL shear strength behavior and current GCL strength testing practice, improvements for GCL strength testing are suggested, and future research needs are identified.

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Section: Shear Strength Envelopesmentioning

confidence: 99%

State-of-the-art report: GCL shear strength and its measurement – ten-year update

Fox

Stark

2015

Geosynthetics International

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“…In many cases, results from shear box tests showed that the relationship between  and n  is not linear [10]. Usually, in those cases, approximate linear relationship of Equation (1) is often considered.…”

Section: Interface Shear Strengthmentioning

confidence: 99%

Interaction Properties of Geosynthetic with Different Backfill Soils

Hossain¹,

Sakai²

2012

IJG

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Characterization of a geosynthetic is necessary for its effective use in various field application of reinforced soil structure. In this paper, a new type of geosynthetic has been evaluated for its interaction properties for different backfill soils using direct shear device. The test results are compared based on the type of soils, inclusions, and interface mechanical properties. Three backfills soils (sandy, clayey, and pure sand) in combination with four different geosynthetics (one geotextile and three geogrids) were tested at various loading conditions in direct shear. Test results reveal that the stress-deformation behaviour of the geotextile and geogrid interfaces with sandy and clayey backfills can be defined as hyperbolic. For the pure sand-geogrid interfaces, the relationship is followed by displacement hardening and softening behaviour. The dilatancy behaviour of a particular soil-geosynthetic interface is found similar at all normal stresses. Both contractive and dilative nature is observed for the interfaces with pure sand. On the contrary, only negative dilatancy or contractive behaviour is observed for sandy and clayey backfills with the same geosynthetics. The test results reveal that the relationship of the interface shear strength with the normal stress is not linear in most cases. Based on the test results, a simplified nonlinear equation is proposed for the soil-geosynthetic interface shear strength envelops which was in good agreement with the experimental data

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“…Such an assumption can be regarded as correct due to the fact that the friction resistance plays a fundamental role in transferring tension stresses to the reinforcement and depends on normal stresses. This issue is the subject of many publications in which the use of non-linear Equations describing the frictional characteristics at the contact zone of geosynthetic with bulk material is proposed [46][47][48][49]. Meanwhile, Tanchaisawat et al [50], after [51], indicated that the effectiveness of strengthening with geosynthetics should be determined due to the friction resistance and cohesion:…”

Section: Introductionmentioning

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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Hyperbolic expression for soil-geosynthetic or geosynthetic-geosynthetic interface shear strength

Cited by 35 publications

References 0 publications

State-of-the-art report: GCL shear strength and its measurement – ten-year update

State-of-the-art report: GCL shear strength and its measurement – ten-year update

Interaction Properties of Geosynthetic with Different Backfill Soils

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

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