Influence of fines content and initial shear stress on dynamic properties of hydraulic reclaimed soil

Chien, Lien-Kwei; Oh, Erwin

doi:10.1139/t01-082

Cited by 49 publications

(9 citation statements)

References 2 publications

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“…Given that both Ottawa sand and silica fines are hard grained materials and given the range of confining pressure applied, the value of 0•809 appears to be unusually high compared with the reported values in the literature. Moreover, a dramatic variation in the stress exponent does not appear to be in agreement with the observations of Iwasaki & Tatsuoka (1977) and Chien & Oh (2002) that the stress exponent is insensitive to the presence of fines.…”

Section: Introductioncontrasting

confidence: 51%

Shear wave velocity and stiffness of sand: the role of non-plastic fines

2016

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Current knowledge on the shear wave velocity (V s ) and associated stiffness (G 0 ) of sand is built mainly on the results of extensive laboratory studies on clean quartz sands. Often natural sands are not clean, but contain a certain amount of fines. The role of fines in altering the stiffness of sands is a matter of great concern, yet remains poorly understood. This paper presents an investigation into the problem through well-controlled laboratory experiments in conjunction with analysis and interpretation at the macro and micro scale. The laboratory experiments were conducted for a sequence of mixtures of clean quartz sand and crushed silica fines under saturated conditions, by the simultaneous use of the resonant column (RC) and bender element (BE) techniques. A broad range of states in terms of void ratio, confining stress and fines content was covered so as to obtain a comprehensive view on the effect of fines and the possible interplay with other factors. Both the RC and BE tests showed that G 0 tends to decrease continuously as the quantity of fines is increased and the reduction rates are similar; a similar stress dependence is also obtained for G 0 from both types of testing. Nevertheless, G 0 values obtained from BE tests are notably greater than those obtained from RC tests, and this effect of testing method is shown to be coupled with the sample reconstitution method. A new approach that allows unified characterisation of G 0 values for both clean sand and sand-fines mixtures is developed in a sound theoretical framework, thereby providing important insights into the various empirical correlations that involve G 0 (or V s ) in geotechnical engineering practice. A new micro-scale mechanism is also suggested for the observed effect of fines, which attributes the reduction of G 0 caused by fines to the decrease in the coordination number at an approximately constant void ratio.

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Section: Introductioncontrasting

confidence: 51%

Shear wave velocity and stiffness of sand: the role of non-plastic fines

2016

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“…The pronounced effect of q/p on G can be observed up to c \ 10 -1 %. However, for c [ 10 -1 %, q/p has an insignificant influence on G. In addition, G max is observed to be higher for q/p = 0.6 assembly when compared to q/p = 0 assembly (Chien and Oh 2002). The higher value of G max for q/p = 0.6 may be due the higher mean stress along the major principal stress direction.…”

Section: Effect Of Gradationmentioning

confidence: 90%

Evaluation of Shear Modulus and Damping Ratio of Granular Materials Using Discrete Element Approach

Sitharam

Vinod

2010

Geotech Geol Eng

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In this paper, an attempt has been made to highlight the influence of different parameters such as number of cycles, confining pressure, void ratio, gradation, initial anisotropy and stress path on the dynamic properties of granular materials using Discrete Element Method (DEM). A series of strain controlled cyclic triaxial numerical simulations using three dimensional DEM have been carried out on an assembly of spheres. Dynamic properties such shear modulus (G) and damping ratio (D) were determined from the typical hysteresis loop obtained during cyclic triaxial test simulation. It has been observed from the test results that the numerical simulation using DEM has captured the variation of dynamic properties over a wide range of shear strain values for different parameters considered for the current investigation. Maximum shear modulus (G max ) was found to be influenced by initial confining pressure, void ratio, gradation and initial anisotropy. Whereas, the damping ratio (D) was found to be influenced by number of cycles, initial confining pressure, gradation and stress path. Further it has been shown that the variation of shear modulus with shear strain can be divided into three distinct zones such as Isotropic Zone (IZ), Anisotropic Zone (AZ) and Stable Anisotropic Zone (SAZ). A drastic reduction of shear modulus with shear strain has been observed in the Anisotropic Zone (AZ). In addition, the results obtained using numerical simulations have been compared with the laboratory experimental values.

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“…This has compelled many researchers to investigate this aspect more rigorously. Singh (1994) and Chien and Oh (2002) reported that the strength of a specimen decreases with increase in silt content at a given relative density. However, Polito and Martin (2001) reported that the strength of a specimen remains relatively constant with increase in silt content up to the limiting silt content, and then there is a drastic fall in cyclic resistance down to a stable level with increase in silt content till pure silt.…”

Section: Constant Relative Density Approachmentioning

confidence: 99%

Undrained Cyclic and Monotonic Strength of Sand-Silt Mixtures

Dash

Sitharam

2011

Geotech Geol Eng

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In an attempt to correlate the monotonic peak strength and the cyclic strength of sand-silt mixtures over a wide range of parameters and to clarify some of the existing confusing conclusions in the literature regarding the undrained strength response of sand-silt mixtures, a series of stress controlled cyclic and strain controlled monotonic triaxial tests was carried out on sand-silt mixture specimens of 50 mm diameter and 100 mm height with varying silt content. In these experiments, various measures of sample density was adopted through different approaches such as constant gross void ratio approach, constant relative density approach, constant sand skeleton void ratio approach, and constant interfine void ratio approach. Also the effect of relative density and confining pressure on these strengths was studied. It is observed that the limiting fines content and the relative density of a specimen play the key role in deciding the cyclic and monotonic resistance of sand-silt mixtures when studied through any approach. For any silt content with relative density more than 70%, cyclic and monotonic resistances are observed to be independent of silt content. When the undrained cyclic strengths of these specimens are plotted against their respective undrained monotonic peak strengths, it is observed that there exists a definite exponential relationship between the two with an excellent correlation coefficient. An expression is proposed in this regard to help engineers assess the cyclic strength of sand-silt mixtures from monotonic test results.Keywords Monotonic peak strength Á Cyclic strength Á Gross void ratio Á Sand skeleton void ratio Á Interfine void ratio Á Limiting silt content

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Influence of fines content and initial shear stress on dynamic properties of hydraulic reclaimed soil

Cited by 49 publications

References 2 publications

Shear wave velocity and stiffness of sand: the role of non-plastic fines

Shear wave velocity and stiffness of sand: the role of non-plastic fines

Evaluation of Shear Modulus and Damping Ratio of Granular Materials Using Discrete Element Approach

Undrained Cyclic and Monotonic Strength of Sand-Silt Mixtures

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