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Interaction Properties of Geosynthetic with Different Backfill Soils

International Journal of Geosciences 2012年第5期3卷 1033-1039页

作者： Md. Bellal Hossain Md. Zakaria Hossain Toshinori Sakai Department of Environmental Science & Technology Mie University Tsu Japan

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.

关键词： Geosynthetic Toyoura Sand Direct Shear Test Interface Shear Strength dilatancy Behaviour

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The Consequence of Particle Crushing in Engineering Properties of Granular Materials

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International Journal of Geosciences 2013年第7期4卷 1055-1060页

作者： Omar H. Al Hattamleh Hussien H. Al-Deeky Mohammad N. Akhtar Assistant Lecturer Hashemite University Zarqa Jordan Associate Professor Civil Engineering Department Fahad Bin Sultan University Tabuk KSA Lecturer Fahad Bin Sultan University Tabuk KSA

This paper presents experimental investigation for particles breakage for natural sand. The particle breakage was induced by subjecting the sample to one dimensional compression. Grain size analyses were performed before and after induced breakage. Thereafter, the sand shear strength parameters were assessed using direct shear box tests and the coefficient of permeability was assessed using constant head permeameter. Examining the obtained results revealed that the amount of breakage due to one dimensional compression was of order higher than the amount occurring during direct shear test. Peak shear strength parameters decreased with the particles breakage increasing. Moreover, dilation angle of shear strength pronouncedly decreases with the amount of particles breakage increasing. Crushing has obvious effect on the evaluated coefficient of permeability.

关键词： Sand dilatancy Frictional Materials Crushing Particle Breakage Permeability

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Principle of Interaction between Plastic Volumetric and Shear Strains and the Constitutive Model for Geotechnical Materials

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工程科学（英文版） 2007年第2期5卷 129-138页

作者： Wang Jingtao(1.Department of Architectural Engineering, Xinyang Normal University, Xinyang 464000, Henan, China 2.School of Civil Engineering and Mechanics, Huazhong University of Science and Technology, Wuhan 430074, China)

Here is proposed the principle of interaction between plastic volumetric and shear strains, revealing the main origin of generating the complexity and variety of deformations for geotechnical materials. Here are also explained the manners of the interaction between plastic volumetric and shear strains and the conditions of generating shear dilatancy. It is demonstrated that dependency of the stress path exists and is a combination of effects of this interaction. According to this principle, it is theoretically proved that the space critical state line exists, and is unique and independent of the stress history. Based on this principle, the constitutive models that are able completely and accurately to characterize the basic behavior features for geotechnical materials have been constructed within the framework of thermodynamics. What is determined is a general expression of the constitutive relation as well as the inequality of the dissipative potential increment for obeying the second law of thermodynamics.

关键词： interaction between volumetric and shear strains constitutive model for rock and soil dependency of stress path pressure-sensitivity shear dilatancy

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A unified state parameter model for sands with physical state changes

A unified state parameter model for sands with physical stat...

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The 2nd International Conference on Environmental and Engineering Geophysics

作者： Shunhua Xu Guangli Xu Yao Cheng Engineering Faculty China University of Geosciences Wuhan 430074 China

＜正＞The behavior of sands varies with density and confining pressure. A new constitutive model was developed based on the state parameter, peak strength, the state dependent dilatancy equation and the yield surface with a hyperbolic relationship between the stress ratio and the plastic deviatoric strain. The model with seven parameters, which can be calculated from results of conventional triaxial test, can well represent the sand behavior with a unified way to take into account the density and confining pressure under monotonic loading. It is well kown that loose sands have large volumetric contraction under same confining pressures while dense sands have volumetric expansion, and sands under high confining pressures have contractive behavior while sands under low confining pressures have dilative behavior with same density. Sands will deflate before dilation with increasing the stress ratio no matter what triaxial compression test or triaxial extension test. This interfacial stress ratio with the physical state changes is steady and independent of density of sand. The modeling of the above deformation characteristics for sands agree reasonably well with triaxial drained test results.

关键词： dilatancy deflatancy state parameter peak stress ratio critical stress ratio

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