Shear Strength of Reinforced Geosynthetic Clay Liner

Gilbert, Robert B.; Fernández, Federico; Horsfield, D.

doi:10.1061/(asce)0733-9410(1996)122:4(259)

Cited by 80 publications

(31 citation statements)

References 4 publications

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“…Interestingly, Chiu and Fox (2004) found that the nonlinear regression envelope for a large database of internal peak strengths for NP GCLs had a zero cohesion intercept. This supports the concept that entanglement of needle-punched fibers in the carrier GT is essentially a frictional mechanism (Gilbert et al 1996a;Fox et al 1998a). On the other hand, the reinforcement connection for SB GCLs is not frictional and thus these products would be expected to have strength envelopes with a nonzero cohesion intercept.…”

Section: Shear Strength Envelopessupporting

confidence: 69%

“…As normal stress increases, GCL internal strength may become limiting and cause the failure surface to move into the GCL. Byrne (1994) and Gilbert et al (1996a) reported that failure of GMX/NP GCL (W side) specimens changed from interface to internal as normal stress increased, with failure mode transition occurring at approximately 96 and 15 kPa, respectively, for the two investigations. Using similar materials, however, Triplett and Fox (2001) found no such failure mode transition for normal stresses up to 279 kPa.…”

Section: Reinforced Gclsmentioning

confidence: 98%

“…Thus, the nature of pore pressure development during shear is a critical consideration. Internal shear of hydrated NP GCLs has been consistently observed to occur at a GT/bentonite interface (Gilbert et al 1996a;Fox et al 1998a;Eid et al 1999;. Whether or not shear-induced excess pore pressures exist on the failure surface is currently unknown as efforts to measure such pressures for W/NW NP GCLs have been largely unsuccessful (Fox et al 1998a;Eid et al 1999).…”

Section: Static Shear Strengthmentioning

confidence: 99%

“…Nonlinear equations can also be used to characterize nonlinear strength envelopes and thus avoid errors associated with fitting linear equations. Gilbert et al (1996a) used the following relationship, based on the Duncan and Chang (1970) hyperbolic model, to characterize internal and GM interface shear strengths for a NP GCL…”

Section: Shear Strength Envelopesmentioning

confidence: 99%

“…In this context, engineered slip interfaces having smaller ô p and larger ô r than a GCL (e.g. GT/GM, GN/GM, and sand/GM) have been proposed to increase the available residual strength within a liner system and restrict shear displacement to an interface above the barrier layers (Gilbert et al 1996a;Luellen et al 1999;Gilbert 2001). In many cases, short-term peak strengths are appropriate for design of bottom liner systems because the majority of shear displacements occur during construction and filling and because bottom liner slopes will often be buttressed by waste placement before long-term strengths are required.…”

Section: Bottom Liner Systemsmentioning

confidence: 99%

See 4 more Smart Citations

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 Envelopessupporting

confidence: 69%

Section: Reinforced Gclsmentioning

confidence: 98%

Section: Static Shear Strengthmentioning

confidence: 99%

Section: Shear Strength Envelopesmentioning

confidence: 99%

Section: Bottom Liner Systemsmentioning

confidence: 99%

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

Fox

Stark

2015

Geosynthetics International

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Behaviour of Geosynthetics Clay Liner Under Direct Shear Test

Bhoi

Ahirwar

Mandal

2021

Lecture Notes in Civil Engineering

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An improved simple shear apparatus for GCL internal and interface stress-displacement measurements

et al. 2013

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Geosynthetic clay liners (GCLs) have been widely used as a hydraulic barrier along with HDPE geomembrane (GM) in landfills. Both the internal and interface strengths of GCLs are very important for evaluating landfill stability. An improved simple shear apparatus used in this study does not force the shear failure to occur along a predetermined plane. The composite specimens can fail along any interface or through shearing of the GCL internally. The displacement of each component of the specimen can also be measured during the tests. When non-woven geotextile side contacts textured GM (NWGT/GMX) and woven geotextile side contacts compacted clay layer (WGT/CCL) for a dry GCL, the failure interface can change from NWGT/GMX interface to WGT/CCL interface with the increases of the normal stresses. Conversely, when woven geotextile side contacts textured GM (WGT/ GMX) and non-woven geotextile side contacts compacted clay layer (NWGT/CCL) for a dry GCL, the failure always occurs at the WGT/GMX interface for all applied normal stresses. The internal failure of the GCL did not occur when the normal stress increased up to 1,500 kPa for the GCL in dry condition.

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Shear Strength of Reinforced Geosynthetic Clay Liner

Cited by 80 publications

References 4 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

Behaviour of Geosynthetics Clay Liner Under Direct Shear Test

An improved simple shear apparatus for GCL internal and interface stress-displacement measurements

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