True Triaxial Tests on Cross-Anisotropic Deposits of Fine Nevada Sand
Publication: International Journal of Geomechanics
Volume 13, Issue 6
Abstract
An experimental program was designed to study the effects of cross-anisotropy under three-dimensional conditions on fine Nevada sand using tall prismatic specimens. Eighteen drained tests were performed using a true triaxial apparatus. Specimens were created with both horizontal and vertical bedding planes by dry pluviation, then a freezing technique was used to solidify the specimens while they were mounted in the true triaxial apparatus. The specimens were then sheared at various -values, where , in the three sectors of the octahedral plane. The stress-strain behavior and strength under various loading conditions on the octahedral plane are presented. Results show similar strength results in Sectors I and II. Effects of cross-anisotropy are shown when comparing the friction angles in Sectors I and II with those in Sector III. The strength is highest in Sector I, where the friction angle in triaxial compression (, vertical specimen with horizontal bedding planes) is 5.3° higher than the triaxial-compression friction angle in Sector II/III (, horizontal specimen tested with the horizontal bedding planes in the vertical direction). In triaxial extension (), the friction angle is 2.5° higher in Sector I/II than that in Sector III. Shear band inclinations in these three sectors were essentially unaffected by the cross-anisotropy.
Get full access to this article
View all available purchase options and get full access to this article.
Acknowledgments
The research presented in this paper was performed with support from the National Science Foundation under Grant No. CMMI-0757827. Grateful appreciation is expressed for this support.
References
Abelev, A. V., and Lade, P. V. (2003). “Effects of cross-anisotropy on three dimensional behavior of sand. I: Stress-strain behavior and shear banding.” J. Eng. Mech., 129(2), 160–166.
Arthur, J. R. F., and Dunstan, T. (1982). “Rupture layers in granular media.” Proc., IUTAM Symp. on Deformation and Failure of Granular Material, P.A. Vermeer and H.J. Luger, eds., Balkema, Rotterdam, Netherlands, 453–459.
Arthur, J. R. F., Dunstan, T., Al-Ani, Q. A. J. L., and Assadi, A. (1977). “Plastic deformation and failure in granular media.” Geotechnique, 27(1), 53–74.
Arthur, J. R. F., and Menzies, B. K. (1972). “Inherent anisotropy in a sand.” Geotechnique, 22(1), 115–128.
Caquot, A., and Kerisel, J. (1949). Traite de mechanique des sols, Gauthier-Villars, Paris (in French).
Duncan, J. M., and Seed, H. B. (1966). “Anisotropy and stress reorientation in clay.” J. Soil Mech. Found. Div., 92(5), 21–50.
El-Sohby, M. A., and Andrawes, K. Z. (1973). “Experimental examination of sand anisotropy.” Proc., 8th Int. Conf. on Soil Mechanics and Foundation Engineering, Vol. 1, 103–109.
Haruyama, M. (1981). “Anisotropic deformation-strength characteristics of an assembly of spherical particles under three dimensional stresses.” Soils Found., 21(4), 41–55.
Kirkgard, M. M., and Lade, P. V. (1991). “Anisotropy of normally consolidated San Francisco Bay mud.” Geotech. Test. J., 14(3), 231–246.
Kirkgard, M. M., and Lade, P. V. (1993). “Anisotropic three-dimensional behavior of a normally consolidated clay.” Can. Geotech. J., 30(5), 848–858.
Lade, P. V. (1977). “Elasto-plastic stress-strain theory for cohesionless soil with curved yield surfaces.” Int. J. Solids Struct., 13(11), 1019–1035.
Lade, P. V. (1978). “Cubical triaxial apparatus for soil testing.” Geotech. Test. J., 1(2), 93–101.
Lade, P. V., and Abelev, A. V. (2003). “Effects of cross-anisotropy on three-dimensional behavior of sand. II: Volume change behavior and failure.” J. Eng. Mech., 129(2), 167–174.
Lade, P. V., and Duncan, J. M. (1973). “Cubical triaxial tests on cohesionless soil.” J. Soil Mech. Found. Div., 99(10), 793–812.
Lade, P. V., and Wang, Q. (2001). “Analysis of shear banding in true triaxial tests on sand.” J. Eng. Mech., 127(8), 762–768.
Lade, P. V., and Wang, Q. (2011). “Effect of boundary conditions on shear banding in true triaxial tests on sand.” Geotech. Eng. J., 42(4), 19–25.
Lam, W. K., and Tatsuoka, F. (1988). “Triaxial compressive and extension strength of sand affected by strength anisotropy and sample slenderness.” STP977: Advanced Triaxial Testing of Soil and Rock, ASTM, Philadelphia, 655–666.
Ochiai, H., and Lade, P. V. (1983). “Three dimensional behavior of sand with anisotropic fabric.” J. Geotech. Engrg., 109(10), 1313–1328.
Oda, M. (1972a). “Deformation mechanism of sand in triaxial compression.” Soils Found., 12(4), 45–63.
Oda, M. (1972b). “Initial fabrics and their relations to mechanical properties of granular material.” Soils Found., 12(1), 17–36.
Oda, M. (1972c). “The mechanism of fabric changes during compressional deformation of sand.” Soils Found., 12(2), 1–18.
Parkin, A. K., Gerrard, C. M., and Willoughby, D. R. (1968). “Discussion on deformation of sand in shear.” J. Soil Mech. Found. Div., 94(1), 336–340.
Roscoe, K. H. (1970). “The influence of strains in soil mechanics.” Geotechnique, 20(2), 129–170.
Vardoulakis, I. (1980). “Shear band inclination and shear modulus of sand in biaxial tests.” Int. J. Numer. Anal. Methods Geomech., 4(2), 103–119.
Wang, Q., and Lade, P. V. (2001). “Shear banding in true triaxial tests and its effect on failure in sand.” J. Eng. Mech., 127(8), 754–761.
Yamada, Y., and Ishihara, K. (1979). “Anisotropic deformation characteristics of sand under three dimensional stress conditions.” Soils Found., 19(2), 79–91.
Information & Authors
Information
Published In
International Journal of Geomechanics
Volume 13 • Issue 6 • December 2013
Pages: 779 - 793
Copyright
© 2013 American Society of Civil Engineers.
History
Received: May 9, 2012
Accepted: Dec 27, 2012
Published online: Nov 15, 2013
Published in print: Dec 1, 2013
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.