Behavior of Lubrication Layers of Platens in Element Tests

Tatsuoka, Fumio; Molenkamp, F.; Torii, Tsuyoshi; Hino, Tsutomu

doi:10.3208/sandf1972.24.113

Cited by 110 publications

(23 citation statements)

References 3 publications

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“…Mullilis et al (1978) [22] and Tatsuoka et al (1986) [31] showed that in the case of loose sands, a good saturation requires high values of the coefficient B. On the other hand, for stiffer materials, the problem seems less critical.…”

Section: Literature Reviewmentioning

confidence: 99%

Experimental study of the overconsolidation and saturation effects on the mechanical characteristics and residual strength of Chlef river sandy soil

Della

Missoum

Arab

et al. 2010

Per. Pol. Civil Eng.

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This paper presents a laboratory study of the influence of the saturation evaluated in terms of Skempton's pore pressure coefficient (B) and overconsolidation ratio (OCR) on the behavior of Chlef sand. The study is based on drained and undrained triaxial compression tests which were carried out for Skempton's pore pressure coefficient varying between 13 and 90% and OCR varying between 1 and 8. Tests were conducted on medium dense sand samples having an initial relative density Index Id = 0.5 at an effective stress of 100 kPa. The paper is composed of two parts. The first one presents the characteristics of the sand used in this study, the second provides an analysis of the experimental results and discusses the influence of Skempton's pore pressure coefficient (B) and OCR on the mechanical characteristics of the sand. The tests show that the increase in the Skempton's pore pressure coefficient (B) reduces the soil dilatancy and amplifies the phase of contractancy and reduces the frictional and characteristic angle of the sand. The increase of OCR improves the stiffness of sand and accelerates the appearance of dilatancy; and increases frictional and characteristic angle of the sand. Moreover, the present study focuses on the effect of saturation and overconsolidation on the residual shear strength of sand.

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Section: Literature Reviewmentioning

confidence: 99%

Experimental study of the overconsolidation and saturation effects on the mechanical characteristics and residual strength of Chlef river sandy soil

Della

Missoum

Arab

et al. 2010

Per. Pol. Civil Eng.

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“…The top and bottom ends of each specimen were well-lubricated by using a 0.3 mmthick latex rubber disc smeared with a 0.05 mm-thick silicone grease layer (Tatsuoka et al, 1984). The axial deformation was measured by using an external deformation transducer and a pair of local deformation transducers (LDTs; Goto et al, 1991) with a gauge length of about 12 cm.…”

Section: Various Viscosity Types Of Geomaterialsmentioning

confidence: 99%

Various Viscosity Types of Geomaterials in Shear and Their Mathematical Expression

Tatsuoka

Benedetto

Enomoto

et al. 2008

Soils and Foundations

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103

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The viscous properties, or loading-rate eŠects on the stress-strain behaviour, of unbound and bound soils, in particular unbound granular materials, are summarised. The viscous properties were evaluated by stepwise changing the strain rate, ·e, and performing sustained loading during otherwise monotonic loading (ML) at a constant ·e and also by performing ML tests at diŠerent constant values of ·e. Four basic viscosity types, Isotach, Combined, TESRA (or Viscous Evanescent) and Positive & Negative (P & N), which were recently found are described. The Isotach type is the most classical one and, in the case of ML, the current viscous stress component is a function of instantaneous irreversible strain, e ir and its rate, ·e ir . So, the strength during ML at a constant ·e increases with ·e. With the other three types, the viscous stress increment that has developed at a given moment, denoted as Ds v , decays with e ir towards diŠerent residual values during subsequent ML. With the TESRA type, Ds v decays eventually totally and the strength during ML at constant ·e is essentially independent of ·e. With the Combined type, Ds v decays with e ir like the TESRA type, but it does not decay totally. So, the strength during ML at constant ·e increases with ·e like the Isotach type. With the P & N type, found latest, a positive value of Ds v decays towards a negative value. So, the strength during ML at constant ·e decreases with an increase in ·e. The viscosity type tends to change with e ir : e.g., from Isotach toward TESRA and from TESRA toward P & N. A general mathematical expression that can describe these four viscosity types and transitions among them is proposed. Numerical simulations of typical drained triaxial compression tests of geomaterials based on a non-linear three-component model incorporating the general expression of the viscous stress are presented. The viscosity type is controlled by at least, grading characteristics and particle shape.

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“…However, the interface is not perfectly smooth. The angle of friction d 0 1 of the sand-glass interface depends on the viscosity of the lubricating oil, the stress level, strain rate and smoothness of the glass surface (Goto et al, 1993;Tatsuoka et al, 1984). Tatsuoka and Haibara (1985) reported values of d 0 1 to be between 5°and 7°relative to the interface between Toyoura sand (which is a fine, essentially silica, sand) and non-lubricated acetone-cleaned glass.…”

Section: Glass-sand Frictionmentioning

confidence: 99%

The bearing capacity of footings on sand with a weak layer

Valore

Ziccarelli

Muscolino

2017

Geotechnical Research

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Minor details of the ground, such as thin weak layers, shear bands and slickensided surfaces, can substantially affect the behaviour of soil-footing and other geotechnical systems, despite their seeming insignificance. In this paper, the influence of the presence of a thin horizontal weak layer on the ultimate bearing capacity of a strip footing on dense sand is investigated by single-gravity tests on small-scale physical models of the soil-footing system. The test results show that the weak layer strongly influences both the failure mechanism and the ultimate bearing capacity if its depth is lower than about four times the footing width. It is found that the presence of a thin weak layer can cause decreases of the ultimate bearing capacity of up to 80%. Numerical simulations, by finite-element analysis, of the behaviour of the reduced-scale models are able to capture the failure mechanism and the ultimate bearing capacity correctly, only if the mean equivalent constant value of the secant angle of shearing resistance used in calculations is selected, taking into account the curvature of the shear strength envelope of the sand within the very low normal stress range existing in the tested models.

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Behavior of Lubrication Layers of Platens in Element Tests

Cited by 110 publications

References 3 publications

Experimental study of the overconsolidation and saturation effects on the mechanical characteristics and residual strength of Chlef river sandy soil

Experimental study of the overconsolidation and saturation effects on the mechanical characteristics and residual strength of Chlef river sandy soil

Various Viscosity Types of Geomaterials in Shear and Their Mathematical Expression

The bearing capacity of footings on sand with a weak layer

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