Effects of Cyclic Loading on Internal Shear Strength of Unreinforced Geosynthetic Clay Liner

Lai, Jiunnren; Daniel, David E.; Wright, Stephen

doi:10.1061/(asce)1090-0241(1998)124:1(45)

Cited by 18 publications

(5 citation statements)

References 6 publications

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“…As indicated at Point B, unreinforced and reinforced soils have a similar shear-stress response curve at low confinement pressures. It was not until the higher confinement pressures (Area C) were reached that the benefits of fiber reinforcement were realized (Gray and Ohashi, 1983;Michalowski and Zhao, 1996;and Lai et al, 1998).…”

Section: Modes Of Failurementioning

confidence: 99%

“…This model was used to calculate slope stability of shallow soils in mountainous terrain of Alaska. The Wu model assumes an elastic root embedded in a soil matrix that is initially Gray and Ohashi, 1983;Michalowski and Zhao, 1996;Lai et al, 1998;and Yarbrough, 2000. ) The Effects of Riparian oriented normal to the shearing surface.…”

Section: Root Reinforcement Theorymentioning

confidence: 99%

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The Effects of Riparian Vegetation on Bank Stability

Easson

2002

Environmental and Engineering Geoscience

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In northern Mississippi, roots in riparian zones were studied in an attempt to quantify the effects of root reinforcement of the soil matrix. The roots of trees can be treated as elastic-reinforced elements, and a function of the tensile strength of the roots can be added directly to the Mohr-Coulomb equation for failure criteria. Estimating root reinforcement and root-soil matrix interactions allows for the determination of whether bank vegetation is beneficial or detrimental. The research was conducted at the Goodwin Creek Experimental Watershed, located near Batesville, MS. This investigation quantifies root tensile strength of the sweet gum (Liquidamar syraciflua) in a cohesive, fine-grained, primarily loess-derived fluvial material. During the field research, trenches were excavated to gain access to the roots being studied. These trenches allowed mapping of the roots, as well as direct tensile testing of the roots. Increased tensile strength due to root reinforcement was found to be between 0.0 and 245 kPa, depending on depth. For a given depth of 40 cm, the increased tension due to root reinforcement averaged 148 kPa, depending on lateral distance from tree. A modified root reinforcement model was developed to explain the root-soil interaction observed at the research site. Itasca's Fast Lagrangian Analysis of Continua model was employed in determining the role of root reinforcement. The modeling results showed a contrast between root-reinforced and unreinforced soil. When no root reinforcement existed, the slope failed marginally. When simulated root reinforcement of 20 kPa was applied, the slope was shown to be completely stable.

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Section: Modes Of Failurementioning

confidence: 99%

Section: Root Reinforcement Theorymentioning

confidence: 99%

The Effects of Riparian Vegetation on Bank Stability

Easson

2002

Environmental and Engineering Geoscience

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“…In the first study of GCL dynamic internal shear strength, Lai et al (1998) performed stress-controlled cyclic simple shear tests on an unreinforced GM-supported GCL. Dry and hydrated specimens (diameter ¼ 80 mm) were subjected to normal stress levels ranging from 39 to 67 kPa and sinusoidal excitations with a frequency of 0.09 Hz.…”

Section: Unreinforced Gclsmentioning

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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“…De and Zimmie conducted shake table tests using a geotechnical centrifuge and were able to increase the normal stress level to 84 kPa. Cyclic direct shear (De and Zimmie 1998) and simple shear devices (Lai et al 1998) have also been used to investigate the dynamic response of geosynthetic liner materials. Despite these efforts, relatively little data are available for shear strength of geosynthetics and geosynthetic interfaces under dynamic loading conditions, especially for high normal stresses.…”

Section: Introductionmentioning

confidence: 99%

“…Despite these efforts, relatively little data are available for shear strength of geosynthetics and geosynthetic interfaces under dynamic loading conditions, especially for high normal stresses. For example, the only information available on the dynamic behavior of geosynthetic clay liners (GCLs) is from Lai et al (1998) andLo Grasso et al (2002). Lai et al tested small specimens (diameter = 80 mm) of an unreinforced geomembrane-supported GCL in a direct simple shear device.…”

Section: Introductionmentioning

confidence: 99%

Current Research on Dynamic Shear Behavior of Geosynthetic Clay Liners

Fox¹,

Olsta²

2008

Geosynthetics Research and Development in Progress

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For the most up-to-date product information, please visit our website, www.cetco.com. A wholly owned subsidiary of AMCOL International Corporation. The information and data contained herein are believed to be accurate and reliable, CETCO makes no warranty of any kind and accepts no responsibility for the results obtained through application of this information. CURRENT RESEARCH ON DYNAMIC SHEAR BEHAVIOR OF GEOSYNTHETIC CLAY LINERS Geosynthetic clay liners (GCLs) have seen increasing usage in civil engineering applications. However, little is known about their response to dynamic stresses during seismic events. There is a concern over the internal shear strength of GCLs and interface shear strength of GCLs with adjacent materials under these conditions. A new type of shear box capable of applying seismic ground motions has been constructed at Ohio State University. The shear box can test rectangular GCL specimens measuring 0.3 × 1.1 m (12 × 42 in.). The device has a maximum shear displacement of 254 mm (10 in.), a maximum normal stress of 2,400 kPa (50,000 psf), a maximum shear stress of 750 kPa (15,700 psf). In the case of sinusoidal shearing, the maximum frequency corresponding to a displacement amplitude of 25 mm (1.0 in.) is 5 Hz. This paper, presented at the GRI-19 Conference, describes the objectives of the research program, the equipment, initial dynamic shear testing results, and further dynamic shear tests planned within the next two years.

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Effects of Cyclic Loading on Internal Shear Strength of Unreinforced Geosynthetic Clay Liner

Cited by 18 publications

References 6 publications

The Effects of Riparian Vegetation on Bank Stability

The Effects of Riparian Vegetation on Bank Stability

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

Current Research on Dynamic Shear Behavior of Geosynthetic Clay Liners

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