Undrained Cyclic and Monotonic Triaxial Behaviour of Saturated Loose Sand

Hyodo, Masayuki; Tanimizu, Hideyuki; Yasufuku, Noriyuki; Murata, Hidekazu

doi:10.3208/sandf1972.34.19

Cited by 142 publications

(35 citation statements)

References 5 publications

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“…The physical evidence ofˆxing the gradient of the C.S.L. can be found in many literatures, e.g., the work by Hyodo et al (1994) and Kato et al (2001). It is also very clear from both the deˆnition and Fig.…”

Section: Modeling Of Cyclic Mobilitymentioning

confidence: 54%

Explanation of Cyclic Mobility of Soils: Approach by Stress-Induced Anisotropy

Zhang

Yao

Noda

et al. 2007

Soils and Foundations

137

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In this paper, a new constitutive model is proposed to describe the mechanical behaviors of soils under diŠerent loading conditions. New evolution equations for the development of stress-induced anisotropy and the change of overconsolidation of soils are proposed. By combining systematically the above two evolution equations with the evolution equation for the structure of soil proposed by Asaoka et al. (2002), the newly proposed model is able to describe not only the mechanical behavior of soils under monotonic loading, but also the behavior of soils under cyclic loading with diŠerent drained condition. Special attention is paid to the behavior of sand subjected to cyclic loading under undrained condition. That is, for given sand with diŠerent densities, very loose sand may liquefy without cyclic mobility, medium dense sand will liquefy with cyclic mobility while dense sand will not liquefy, which is just controlled by the density, the structure and the anisotropy of the sand. A suitable model should uniquely describe this behavior without changing its parameters. Present research will show the possibility of the proposed model.

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Section: Modeling Of Cyclic Mobilitymentioning

confidence: 54%

Explanation of Cyclic Mobility of Soils: Approach by Stress-Induced Anisotropy

Zhang

Yao

Noda

et al. 2007

Soils and Foundations

137

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“…Ils remarquent qu'une surconsolidation réduit le potentiel de liquéfaction en compression, tandis que la liquéfaction statique continue à se manifester en extension. Hyodo et al (1994) ont étudié le comportement triaxial non drainé en compression et en extension pour différents niveaux de déviateur initial sur des échantillons de sable Toyoura consolidés isotropique ment. Dans le cas d'extension, le niveau du déviateur initial positif de contrainte n'influence pas les chemins de contrainte ni les déformations.…”

Section: Introductionunclassified

Comportement non drainé de sable Hostun RF très lâche en consolidation anisotrope

1996

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Undrained behaviour of very loose Hostun RF sand under anisotropic consolidation AbstractThis paper deals with the undrained compression and extension triaxial test results on very loose Hostun RF sand specimens with isotropic and anisotropic consolidation. The tests were performed to verify the applicability of the instability concept of Lade on extension tests of anisotropic specimens. The experimental results show that, for the compression and extension test with anisotropic conditions, the stress difference peaks (maxima and minima) can be fitted by a straight line. This instability line depends heavily on consolidation's history. A high anisotropic consolidation modifies the slope of the instability line. The higher anisotropic consolidation coefficients (K = σ3/σ1), the higher the stress peak level. The stress peak level normalized by the stress consolidation level show a decreasing exponential model. For every stress consolidation level there is a peak, even near to the drained sand resistance. REVUE FRANÇAISE DE GEOTECHNIQUE N° 752e trimestre 1996

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“…Equation (6) represents the mechanisms with a combination of biaxial shear〈n〇 ×n〉and simple shear〈t〇 ×n〉 . However, once these mechanisms are idealized in terms of the second order tensors, they become indistinguishable, except for the diŠerence in the orientation with an angle of p/4 in terms of v/2 ( see APPENDIX).…”

Section: Back To the Basics: Soil Non-linearitymentioning

confidence: 99%

“…In these test procedures, the direction of the initial principal stress diŠers from the direction of cyclically applied principal stress. Another series of test procedures taken through the course of a laboratory study used a triaxial testing device and applied the triaxial cyclic shear in the same direction as the initial shear (Vaid et al, 1989;Hyodo et al, 1994). Typically, the direction of the initial principal stress due to gravity in a geotechnical structure diŠers from the direction of cyclic principal stress applied during earthquakes; the direction of the initial principal stress depends on the geometry of the geotechnical structure and the relative location of the soil element in the stressˆeld of the geotechnical structure.…”

Section: Geotechnical Structures With Saturated Soilmentioning

confidence: 99%

Soils and Foundations During Earthquakes

Iai

Ichii

2010

Soils and Foundations

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This paper provides an overview of the modern understanding of the behavior of soils and foundations during an earthquake based on the papers published in Soils and Foundations over the lastˆfty years. The most fundamental issues in geotechnical earthquake engineering are the non-linearity of soil under cyclic loading and its implications on the seismic performance of geotechnical structures. The non-linearity of granular materials is essentially anisotropic, whereas the linear or equivalent linear model often used in conventional practices is isotropic. The non-linearity of dry soil is characterized by the diŠerence between the peak and residual strengths, and the increased awareness of the implications of this diŠerence over time has allowed for the development of a generalized methodology for evaluating active earth pressures. The non-linearity of saturated soil under undrained cyclic shear diŠers fundamentally from that of dry soil, with saturated soil capable of mobilizing 100z of the shear strain in the double amplitude. The cyclic behavior of saturated soil under initial shear is typical of most seismic behaviors of geotechnical structures, including embankments, caisson quay walls, and underground structures. The liquefaction-induced ‰ow failure of geotechnical structures is associated with the steady state of sand in the order of 10 kPa. However, the challenge in the coming decades will be to evaluate the combined eŠects due to cyclic loading and the steady state. Moreover, the eŠects of pore water migration are signiˆcant in the case of highly permeable geotechnical materials when evaluating settlement of the ground or addressing inter-layered structures of clay and sand. Although current research is elucidating the mechanics of partially saturated sands, the new challenge is to understand combined hazards, such as a combination of earthquake motions and tsunamis. Thus, new approaches and technologies need to be developed.

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Undrained Cyclic and Monotonic Triaxial Behaviour of Saturated Loose Sand

Cited by 142 publications

References 5 publications

Explanation of Cyclic Mobility of Soils: Approach by Stress-Induced Anisotropy

Explanation of Cyclic Mobility of Soils: Approach by Stress-Induced Anisotropy

Comportement non drainé de sable Hostun RF très lâche en consolidation anisotrope

Soils and Foundations During Earthquakes

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