Comparisons of deformation characteristics of rockfill materials using monotonic and cyclic loading laboratory tests and in situ tests

Yasuda, Naotoshi; Matsumoto, Norihisa

doi:10.1139/t94-022

Cited by 18 publications

(3 citation statements)

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“…The database accordingly includes a considerable number of cyclic tests. However, an attempt was made to limit the numbers of cycles in a test to about ten, up to which any effects are generally found to be negligible (Alarcon-Guzman et al, 1989;Yasuda & Matsumoto, 1994). Larger numbers of cycles may affect the shear modulus degradation rate at medium to large strain levels, presumably because of the tendency of granular materials to compact during cyclic loading.…”

Section: Stiffness Database Of Sandy Soilsmentioning

confidence: 99%

Stiffness of sands through a laboratory test database

Öztoprak¹,

Bolton²

2013

Géotechnique

222

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Deformations of sandy soils around geotechnical structures generally involve strains in the range small (0 . 01%) to medium (0 . 5%). In this strain range the soil exhibits non-linear stress-strain behaviour, which should be incorporated in any deformation analysis. In order to capture the possible variability in the non-linear behaviour of various sands, a database was constructed including the secant shear modulus degradation curves of 454 tests from the literature. By obtaining a unique S-shaped curve of shear modulus degradation, a modified hyperbolic relationship was fitted. The three curve-fitting parameters are: an elastic threshold strain ª e , up to which the elastic shear modulus is effectively constant at G 0 ; a reference strain ª r , defined as the shear strain at which the secant modulus has reduced to 0 . 5G 0 ; and a curvature parameter a, which controls the rate of modulus reduction. The two characteristic strains ª e and ª r were found to vary with sand type (i.e. uniformity coefficient), soil state (i.e. void ratio, relative density) and mean effective stress. The new empirical expression for shear modulus reduction G/G 0 is shown to make predictions that are accurate within a factor of 1 . 13 for one standard deviation of random error, as determined from 3860 data points. The initial elastic shear modulus, G 0 , should always be measured if possible, but a new empirical relation is shown to provide estimates within a factor of 1 . 6 for one standard deviation of random error, as determined from 379 tests. The new expressions for non-linear deformation are easy to apply in practice, and should be useful in the analysis of geotechnical structures under static loading.

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Section: Stiffness Database Of Sandy Soilsmentioning

confidence: 99%

Stiffness of sands through a laboratory test database

Öztoprak¹,

Bolton²

2013

Géotechnique

222

View full text Add to dashboard Cite

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“…The results of testing programs involving relatively large cells and the development of elastoplastic constitutive equations which include specific features to represent particle breakage have been reported by a number of authors (Yasuda and Matsumoto, 1994;Yasuda et al,1997;Daouadji et al, 2001;Varadarajan et al, 2003;Indraratna et al, 1993Indraratna et al, , 1998Lackenby et al, 2007;Indraratna & Salim, 2005;Einav, 2007a,b;Indraratna et al, 2010;Xiao et al, 2014a,b).…”

Section: Introductionmentioning

confidence: 85%

Yielding of rockfill in relative humidity-controlled triaxial experiments

2016

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The paper reports the results of suction controlled triaxial tests performed on compacted samples of two well graded granular materials in the range of coarse sand-medium gravel particle sizes: a quartzitic slate and a hard limestone. The evolution of grain size distributions is discussed. Dilatancy rules were investigated. Dilatancy could be described in terms of stress ratio, plastic work input and average confining stress. The shape of the yield locus in a triaxial plane was established by different experimental techniques. Yielding loci in both types of lithology is well represented by approximate elliptic shapes whose major axis follows approximately the K 0 line. Relative humidity was found to affect in a significant way the evolution of grain size distribution, the deviatoric stress-strain response and the dilatancy rules.

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“…Large scale triaxial compression tests on gravelly soils have been conducted to study the properties ofˆll materials for rockˆll dams (e.g., Holtz and Gibbs, 1956;Holtz and Ellis, 1963;Marsal, 1967;Marachi et al, 1969Marachi et al, , 1972Yasuda et al, 1994;Okuyama et al, 2003). In addition, gravelly soils have been investigated in Japan for their use in embankments and backˆll of retaining walls to support road and railway structures (e.g., Jiang et al, 1997; Kohata et al, 1999).…”

Section: Introductionmentioning

confidence: 99%