On the Interpretation of the Triaxial Test

Kirkpatrick, W. M.; Belshaw, D. J.

doi:10.1680/geot.1968.18.3.336

Cited by 54 publications

(13 citation statements)

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“…Menzies (1970) has obtained similar results. Kirkpatrick and Belshaw (1968) also showed that the displacement of the axis of zero radial strain from the sample axis did not decrease appreciably on lubricating the platens. Thus the problems associated with rigid platens are by no means solved.…”

Section: Part 1: the Development Of Apparatus And Experimental Technimentioning

confidence: 88%

“…Kirkpatrick and Belshaw (1968) used a radiographic method (Roscoe et al, 1963) to measure local radial strains in conventional triaxial compression tests with and without lubricated end platens and found that unlubricated platens gave a rigid conical zone adjacent to the platen, an effect also observed by Sirwan (1965). Kirkpatrick and Belshaw (1968) showed that lubricating the end platens eliminated the rigid conical zone, but the remaining variation in average radial strain at failure between the top, middle and bottom thirds of the sample was at least 20%. Menzies (1970) has obtained similar results.…”

Section: Part 1: the Development Of Apparatus And Experimental Technimentioning

confidence: 90%

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Inherent anisotropy in a sand

1972

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Present knowledge of inherent anisotropy is reviewed and the development of a cubical triaxial cell for studying the inherent anisotropy of non-cohesive granular materials is described. This apparatus is unusual as it offers potential independent control of the three principal stresses through flexible stress controlled boundaries, and some discussion of the relative merits of different types of true triaxial cells is offered. Uniform local strain distributions were measured radiographically and favourable comparisons were made with shear box and conventional triaxial results. Samples were prepared in a tilting mould to give different directions of sample deposition with respect to the sample axes and applied principal stress directions. It was found that the inherent geometrical anisotropy produced in samples by pouring through air in one direction corresponded to a strength and prefailure stress-strain anisotropy. For the rounded Leighton Buzzard sand tested in drained triaxial compression, rotating the directions of pouring through 90°, relative to the principal stress axes, resulted in a change in stress ratio at failure of 10% for the same porosity. Differences of well over 200% in the axial strains taken to reach a given prefailure stress ratio were demonstrated. Coincidence between the principal axes of stress and strain increment was shown while these anisotropic effects were occurring. On passe en revue l'état présent des connaissances dans le domaine de l'anisotropie inhérente et on décrit le développement d'une cellule triaxale cubique permettant d'etudier l'anisotropie inhérente de matériaux granularies non-cohésifs. Cet appareil est inhabituel en ce qu'il offre une possibilité de contrôle indépendant des trois contraintes principales au moyen de surfaces flexibles controllées par les contraintes, et on discute des mérites relatifs des divers types de cellules purement triaxiales. On a mesuré les distributions des déformations locales uniformes par une méthode radiographique et on a effectué des comparaisons favorables avec les résultats obtenus dans une boite de cisaillement et dans une cellule triaxiale conventionnelle. On a préparé les échantillons dans un moule que l'on pouvait faire pivoter, de manière à donner diverses directions de dépositton d'échantillon par rapport aux axes de l'échantillon et aux directions des contraintes principales appliqutes. On a trouvé que l'anisotropie géométrique inhérente produite dans les échantillons obtenus en les versant dans l'air sous une certaine direction correspondait à une anisotropie contrainte-déformation pour la résistance et la prérupture. Pour le sable arrondi Leighton Buzzard qui a été utilisé lors des essais de compression triaxiaie avec drainage, une rotation de 90° dans la direction de versement par rapport à l'axe de la contrainte principale a eu pour conséquence un changement de rapport des contraintes à la rupture de 10% pour la même porosité. On a montré qu'il y avait des différences bien supérieures à 200% dans les déformations axiales nécessaires pour obtenir un rapport des contraintes donné. On a montré que les axes principaux des contraintes et des déformations étaient superposés lors de ces effets d'anisotropie.

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Section: Part 1: the Development Of Apparatus And Experimental Technimentioning

confidence: 88%

Section: Part 1: the Development Of Apparatus And Experimental Technimentioning

confidence: 90%

Inherent anisotropy in a sand

1972

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“…The initiation of localisation may be evident in the volumetric strain plot for this test, as indicated in Figure 8b. The localisation of strains and volume change has previously been noted in the behaviour of dense soils (Kirkpatrick and Belshaw 1968;Arthur et al 1977;Desrues et al 1996;Frost and Jang 2000).…”

Section: Triaxial Shearing -Inferred Cslmentioning

confidence: 61%

Laboratory assessment of the effects of polymer treatment on geotechnical properties of low-plasticity soil slurry

Reid

Fourie

2016

Can. Geotech. J.

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A laboratory study was undertaken to assess the effects of polymer treatment (PT) on the geotechnical behaviour of a low plasticity slurry. PT was undertaken on the material using a high molecular weight polyacrylamide polymer. Slurry consolidometer and triaxial testing were undertaken to compare the geotechnical behaviour of the material following PT, compared to an untreated (UT) condition. The material was prepared from a slurry state in a non-segregating condition, to enable comparison of uniform samples. Testing indicated that PT resulted in lower final consolidated densities at a given magnitude of effective stress, while increasing rate of consolidation and hydraulic conductivity. Triaxial testing indicated that PT material, when sheared, appeared to exhibit a different critical state line (CSL) than UT material. The PT CSL was higher in void ratio terms than the UT CSL, and with an increased compressibility. Both PT and UT material exhibited undrained shear strengths consistent with the state of the specimen with respect to that material's CSL. PT material exhibited higher undrained shear strengths at a given density. All the effects observed following PT appeared to persist across a wide range of effective stresses.

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“…Experimental studies on soils include the works by Bishop and Green (1965), Olson et al (1964), Rowe and Barden (1964), Kirkpatrick and Belshaw (1968), and Hettler and Vardoulakis (1984); those on rocks include Hudson et al (1971), Labuz and Bridell (1993), Hallbauer et al (1973), and Vardoulakis et al (1998); and those on concrete include Read and Hegemier (1984), Torrenti et al (1993), Starodubsky et al (1994), and Choi and Shah (1998). Filon (1902) analyzed theoretically the non-uniform elastic stress distribution within a finite cylinder when the radial displacement of the two end surfaces is perfectly constrained.…”

Section: Introductionmentioning

confidence: 99%

Finite and transversely isotropic elastic cylinders under compression with end constraint induced by friction

Wei

Chau

2009

International Journal of Solids and Structures

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a b s t r a c tThis paper derives an exact solution for the non-uniform stress and displacement fields within a finite, transversely isotropic, and linear elastic cylinder under compression with a kind of radial constraint induced by friction between the end surfaces of the cylinder and the loading platens. The main feature of the present work is the introduction of a general solution form for Lekhnitskii's stress function such that the governing equation and all end and curved boundary conditions of the cylinder are satisfied exactly. Two different solutions were obtained corresponding to the real or complex characteristic roots of the governing equation, depending on the combination of the elastic material constants. The solution by Watanabe [Watanabe, S., 1996. Elastic analysis of axi-symmetric finite cylinder constrained radial displacement on the loading end. Structural Engineering/Earthquake Engineering JSCE 13, 175s-185s] for isotropic cylinders under compression test can be recovered as a special case. Our numerical results show that both the non-uniform stress distribution and the difference between the apparent and the true Young's moduli of the cylinder are very sensitive to the anisotropy of Young's moduli, Poisson's ratios and shear moduli. A more distinct bulging shape of the cylinder is expected when anisotropy in shear modulus is strong, the cylinder is relatively short, and the end constraint is large. The bulging shape, however, does not depend strongly on anisotropy of either Poisson's ratio or Young's modulus.

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On the Interpretation of the Triaxial Test

Cited by 54 publications

References 0 publications

Inherent anisotropy in a sand

Inherent anisotropy in a sand

Laboratory assessment of the effects of polymer treatment on geotechnical properties of low-plasticity soil slurry

Finite and transversely isotropic elastic cylinders under compression with end constraint induced by friction

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