Saturation and Preloading Effects on the Cyclic Behavior of Sand

Bouferra, Rachid; Benseddiq, Noureddine; Shahrour, Isam

doi:10.1061/(asce)1532-3641(2007)7:5(396)

Cited by 41 publications

(13 citation statements)

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“…The undrained liquefaction behaviour under static and cyclic loading was generally analyzed in terms of density indices such as the relative density, D r [22,23] and void ratio, e [24]. In this study, relative density was varied and corresponding void ratio was calculated.…”

Section: Original Researchmentioning

confidence: 99%

“…Belkhatir et al [17,18] imply that the strength silty sand up to 50% fines content is less then that of the clean sand for constant dry density approach. Dash and Sitharam [19,20] proposed that the strength parameter initially increases till 5% silt content and thereafter decreases rapidly till around the limiting fines content (LFC) (explained in "Limiting fines content") and finally remain relatively constant for all the silt contents till even pure silt at constant relative density approach, though Karim and Alam [21] found this peak (for 5% silt content) when the specimens were prepared by air pluviation method not for moist temping method.The undrained liquefaction behaviour under static and cyclic loading was generally analyzed in terms of density indices such as the relative density, D r [22,23] and void ratio, e [24]. In this study, relative density was varied and corresponding void ratio was calculated.…”

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confidence: 99%

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Effect of nonplastic silt content on undrained shear strength of sand–silt mixtures

Karim

Alam

2017

Geo-Engineering

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IntroductionNonplastic silt is a common alluvial deposit in the flood plain of Bangladesh. It is finer than sand and behaves like sand but different from elastic silt and clay. Sand and nonplastic silt are liquefiable whereas clay and elastic silt are not liquefiable. On the other hand, nonplastic silt content in sand-silt mixtures controls the behavior of the soil under monotonic and cyclic loading. Many researches are found in literature on the effect of nonplastic silt content in sand-silt mixtures. But, their findings are sometimes contradicts each other. Therefore, it is necessary to study the topic more. Moreover, design engineers are not aware of the behavior of nonplastic silt-sand mixtures.As a result of build-up of excess pore water pressure, the effective confining pressure decreases σ ′ = σ − u triggering liquefaction. Due to the lack of drainage within very short time during earthquake, this phenomenon mainly occurs and thus the undrained testing is commonly employed by the researchers to study the liquefaction behavior of soil. AbstractTo assess the behavior of sand-silt mixtures, strain-controlled monotonic triaxial tests were conducted on sand-silt mixtures of specimen size 71 mm in diameter and 142 mm in height at various relative densities but same isotropic effective confining pressure of 100 kPa. Concept of limiting fines content (LFC) was verified by these undrained monotonic triaxial tests. LFC was found to be the very important parameter to understand the behavior of sand-silt mixtures. The behavior of sand-silt mixture changes approximately at LFC. At constant relative density, increase in silt content decreases the undrained peak shear strength till LFC. After LFC the strength becomes near about same till pure silt sample. The reason of behavior could not be explained. At constant global void ratio, the peak shear strength decreases with increase in silt content till LFC and for further increment of silt content the peak shear strength increases. Sand-silt mixtures containing certain amount of silt which is near to the LFC showed flow type as well as brittle behavior. Failure of structure on this type of soil will be catastrophic during earthquake. In the case of permeability decreased with increasing silt content up to LFC. After the LFC, dry density is decreasing with increasing silt content but permeability remains constant till pure silt.Keywords: Liquefaction, Nonplastic silt, Peak shear strength, Limiting fines content, Relative density Open Access© The Author(s) 2017. This article is distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made. Karim and Alam Geo-Engineering (2017) Karim and Alam Geo-Engineering (2017) 8:14 Liquefaction behavior by cyclic loading wa...

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Section: Original Researchmentioning

confidence: 99%

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confidence: 99%

Effect of nonplastic silt content on undrained shear strength of sand–silt mixtures

Karim

Alam

2017

Geo-Engineering

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“…This response can be determined from laboratory dynamic tests, such as cyclic triaxial test. A number of researchers have studied the response of soils, sediments and mine tailings to cyclic loading (McKee et al 1979;Ishihara et al 1980Ishihara et al , 1981Moriwaki et al 1982;Vick 1983;Poulos et al 1985;Alarcon-Guzman et al 1988;Marcuson et al 1990;Finn et al 1994;Koester 1994;Boulanger et al 1998;Yamamuro and Lade 1998;Braja et al 1999;Andrews and Martin 2000;Atukorala et al 2000;Thevanayagam et al 2000;Polito and Martin 2001;Youd et al 2001;Bouckovalas et al 2003;Bray et al 2004;Wijewickreme and Sanin 2004;Wijewickreme et al 2005;Hyde et al 2006;Leon et al 2006;Sanin and Wijewickreme 2006;Bouferra et al 2007;James et al 2007;Idriss and Boulanger 2008). For example, Ishihara et al (1980) showed that fine-grained tailings with a plasticity index of 15-20% have a smaller cyclic strength than those that exhibit non-plastic behavior.…”

Section: Introductionmentioning

confidence: 99%

Laboratory Investigation of the Resistance of Tailings and Natural Sediments to Cyclic Loading

Geremew

Yanful

2011

Geotech Geol Eng

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A number of cyclic triaxial tests were carried out on mine tailings and natural sediment samples under undrained conditions to investigate their resistance to cyclic loading. The tests were performed on more than 100 samples with a cyclic shear stress ratio ranging from 0.10 to 0.40 under varying void ratio and the same confining pressure. It was observed that the axial strain and excess pore water pressure increased with the number of loading cycles while the effective stress decreased with increasing number of loading cycles. The liquefaction resistance of the tailings was also observed to be higher than that of natural soils with similar particle size distribution, void ratio and plasticity index. It was observed that the influence of specific gravity on the cyclic strength of mine tailings is significant. The results showed that the cyclic resistance of the tailings was not strongly influenced by plasticity index for low plasticity tailings. A boundary relationship between void ratio and normalized cyclic resistance ratio was established based on the results.

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“…In addition, researchers pay more attention to the effect of confining pressure, cyclic stress, consolidation ratio and so on, on dynamic property of saturated sand so that the effect of initial shear stress on cyclic soften, residual pore pressure and accumulative strain et al is ignored [7] . Undrained dynamic behavior of saturated sand is heavily dependent on whether or not the samples are loaded under the shear stress reversal condition [8−9] .…”

Section: Introductionmentioning

confidence: 99%

Undrained dynamical behavior of Nanjing flake-shaped fine sand under cyclic loading

Chen

Liu

Ji-yan

2008

J. Cent. South Univ. Technol.

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A series of dynamic behavior tests on Nanjing flake-shaped fine sand were performed by using the WFI cyclic triaxial apparatus made in England. The dynamic behaviors of Nanjing flake-shaped fine sand under different static deviator stress levels and cyclic stress ratios were studied. Through comparing the effective stress path under cyclic loading with static loading, the processes of liquefaction of saturated Nanjing flake-shaped fine sand with development of dynamic pore-water pressure, including the initial compact state, compression state and dilative state, were investigated. The variation of the shear stiffness with the number of cycles and cyclic strain was investigated by analyzing the secant shear modulus in each unload-reload loop of dynamic stress-strain relationship. And by means of the exponential function, the empirical equations of the relationship between secant shear modulus G sec , shear modulus ratio G sec /G max and cyclic strain ε were established based on series of test results. The results show that according to different combinations of static deviator stress and cyclic stress, two kinds of failure patterns with deviator stress reversal or no deviator stress reversal are observed in the samples tested in this series, including cyclic mobility and the failure of accumulation residual strain. In addition, the degradation of dynamic shear modulus is due to the development of vibration pore-water pressure and it is observed that the shear modulus reduces with the progressive number of cycles.

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Saturation and Preloading Effects on the Cyclic Behavior of Sand

Cited by 41 publications

References 10 publications

Effect of nonplastic silt content on undrained shear strength of sand–silt mixtures

Effect of nonplastic silt content on undrained shear strength of sand–silt mixtures

Laboratory Investigation of the Resistance of Tailings and Natural Sediments to Cyclic Loading

Undrained dynamical behavior of Nanjing flake-shaped fine sand under cyclic loading

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