Double‐Yield‐Surface Model. II: Implementation and Verification
Publication: Journal of Geotechnical Engineering
Volume 116, Issue 9
Abstract
A double‐yield‐surface constitutive model for the stress‐strain‐time behavior of cohesive soils is implemented into a nonlinear finite element program based on Biot's three‐dimensional consolidation theory. The coupled soil deformation‐fluid flow model allows creep effects to be modeled concurrently. The soil's hydraulic conductivity is considered a state variable, which varies with the void ratio so that it decreases as the soil compacts. Parametric, laboratory, and field‐case studies are performed on various cohesive soils such as Weald clay, undisturbed bay mud, and Boston blue clay to validate the model. Numerical simulations include drained, undrained, consolidation, creep, stress‐relaxation, and combined stress‐relaxation and creep tests under triaxial and plane‐strain stress conditions. The constitutive model is shown to predict the stress‐strain‐time behavior of “wet” clays more accurately than did an earlier version based on a single‐yield‐surface criterion.
Get full access to this article
View all available purchase options and get full access to this article.
References
1.
Atkinson, J. H., and Bransby, P. L. (1978). The mechanics of soils: An introduction to critical state soil mechanics. McGraw‐Hill, London, England.
2.
Biot, M. A. (1941). “General theory of three‐dimensional consolidation.” J. Appl. Phys., 12(Feb.), 155–164.
3.
Biot, M. A. (1955). “Theory of elasticity and consolidation for a porous anisotropic solid.” J. Appl. Phys., 26, 182–185.
4.
Bishop, A. W., and Henkel, D. J. (1962). The measurement of soil properties in the triaxial test, 2nd Ed., Arnold, London, England.
5.
Bonaparte, R. (1981). “A time‐dependent constitutive model for cohesive soils,” thesis presented to the University of California, at Berkeley, Calif., in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
6.
Bonaparte, R., and Mitchell, J. K. (1979). “The properties of San Francisco Bay mud at Hamilton Air Force Base, California.” Geotech. Engrg. Res. Report, Univ. of California, Berkeley, Calif.
7.
Booker, J. R., and Small, J. C. (1975). “An investigation of the stability of numerical solutions of Biot's equations of consolidation.” Int. J. Solids Struct., 11(7/8), 907–917.
8.
Borja, R. I. (1988). “The analysis of consolidation by a quasi‐Newton technique.” Int. J. Numer. Anal. Methods Geomech., 12(2), 221–229.
9.
Borja, R. I. (1989). “Linearization of elasto‐plastic consolidation equations.” Engrg. Computations, 6(2), 163–168.
10.
Borja, R. I. (1990a). “Cam‐clay plasticity, Part II: Implicit integration of constitutive equation based on a nonlinear elastic stress predictor.” Computer Methods Appl. Mech. Engrg.
11.
Borja, R. I. (1990b). “One‐step and linear multistep methods for nonlinear consolidation.” Computer Methods Appl. Mech. Engrg.
12.
Borja, R. I., and Kavazanjian, E., Jr. (1984). “Finite element analysis of time‐dependent behavior of soft clays.” Geotech. Engrg. Res. Report No. GT1, Stanford Univ., Stanford, Calif.
13.
Borja, R. I., and Kavazanjian, E., Jr. (1985). “A constitutive model for the stress‐strain‐time behaviour of ‘wet’ clays.” Géotechnique, London, England, 35(3), 283–298.
14.
Borja, R. I., and Kavazanjian, E., Jr. (1987). “A constitutive model for the stress‐strain‐time behaviour of ‘wet’ clays: discussion.” Géotechnique, London, England, 37(1), 119–125.
15.
Borja, R. I., and Lee, S. R. (1990). “Cam‐clay plasticity, Part I: Implicit integration of elasto‐plastic constitutive relations.” Computer Methods Appl. Mech. Engrg., 78(1), 49–72.
16.
Borja, R. I., Lee, S. R., and Seed, R. B. (1989). “Numerical simulation of excavation in elasto‐plastic soils.” Int. J. Numerical Analysis Methods Geomech., 13(3), 231–249.
17.
Christian, J. T. (1977). “Two‐ and three‐dimensional consolidation.” Numerical methods in geotechnical engineering, C. S. Desai and J. T. Christian, eds., McGraw‐Hill, London, England, 399–426.
18.
Duncan, J. M. (1974). “Foundation deformation prediction.” Proc., Found. Deformation Prediction Symp. 2, Report No. FHWA‐RD‐75‐516, D‐l‐D‐21, Appendix D, Massachusetts Inst. of Tech., Cambridge, Mass.
19.
Gens, A., and Potts, D. M. (1988). “Critical state models in computational geomechanics.” Engrg. Computations, 5(3), 178–197.
20.
Hsieh, H. S., and Kavazanjian, E., Jr. (1985). “An automated triaxial device for measuring the at‐rest earth pressure coefficient.” Geotech. Engrg. Res. Report No. GT3, Stanford Univ., Stanford, Calif.
21.
Hsieh, H. S., and Kavazanjian, E., Jr. (1987). “A non‐associative Cam‐clay plasticity model for the stress‐strain‐time behavior of soft clays.” Geotech. Engrg. Res. Report No. GT4, Stanford Univ., Stanford, Calif.
22.
Hsieh, H. S., Kavazanjian, E., Jr., and Borja, R. I. (1990). “Double‐yield‐surface Cam‐clay plasticity model. I: Theory.” J. Geotech. Engrg., ASCE, 116(9), 1381–1401.
23.
Kavazanjian, E., Jr., and Mitchell, J. K. (1980). “Time‐dependent deformation behavior of clays.” J. Geotech. Engrg. Div., ASCE, 106(6), 611–630.
24.
Kavazanjian, E., Jr., Borja, R. I., and Jong, H. L. (1985). “Numerical analysis of time‐dependent deformations in clay soils.” Proc. 11th Int. Conf. Soil Mech. Found. Engrg., Balkema, Rotterdam, The Netherlands, 535–538.
25.
Lacerda, W. A. (1976). “Stress‐relaxation and creep effects on soil deformation,” thesis presented to the University of California, at Berkeley, Calif., in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
26.
Ladd, C. C, and Preston, W. B. (1965). “On the secondary compression of saturated clays,” Research in Earth Physics, Phase Report No. 6, Massachusetts Institute of Technology, Cambridge, Mass.
27.
Lambe, T. W., and Whitman, R. V. (1969). Soil mechanics. J. Wiley and Sons, New York, N.Y.
28.
Leonards, G. A., and Girault, P. (1961). “A study of the one‐dimensional consolidation test.” Proc. 5th Int. Conf. Soil Mech. Found. Engrg., Paris, France, 1, 213–218.
29.
Loudon, P. A. (1967). “Some deformation characteristics of kaolin,” thesis presented to Cambridge University, at Cambridge, England, in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
30.
Mesri, G., et al. (1981). “Shear stress‐strain‐time behaviour of clays.” Géotechnique, London, England, 31(4), 537–552.
31.
Ortiz, M., and Simo, J. C. (1986). “An analysis of a new class of integration algorithms for elastoplastic constitutive relations.” Int. J. Numerical Methods Engrg., 23(3), 353–366.
32.
Owen, D. R., and Hinton, E. (1980). Finite elements in plasticity: Theory and practice. McGraw‐Hill, New York, N.Y.
33.
Poepsel, P. H., and Kavazanjian, E., Jr. (1984). “Elasto‐plastic finite element analysis of the 1‐95 and Atchafalaya embankment foundations.” Geotech. Engrg. Res. Report No. GT2, Stanford Univ., Stanford, Calif.
34.
Roscoe, K. H., and Burland, J. B. (1968). “On the generalized stress‐strain behavior of ‘wet’ clay.” Engineering plasticity, J. Heyman and F. A. Leckie, eds., Cambridge University Press, Cambridge, England, 535–609.
35.
Sandhu, R. S., and Wilson, E. L. (1969). “Finite element analysis of seepage in elastic media.” J. Engrg. Mech. Div., ASCE, 95(3), 641–652.
36.
Singh, A., and Mitchell, J. K. (1968). “General stress‐strain‐time functions for soils.” J. Soil Mech. Found. Div., ASCE, 94(1), 21–46.
37.
Tavenas, F., et al. (1983). “The permeability of natural soft clays. Part II: Permeability characteristics.” Canadian Geotechnical Journal, 20(4), 645–660.
38.
Taylor, D. W. (1942). “Research in the consolidation of clay.” Serial 82, Massachusetts Institute of Technology, Cambridge, Mass.
39.
Taylor, D. W. (1948). Fundamentals of soil mechanics. John Wiley and Sons, New York, N.Y.
40.
Tse, E. C. C. (1985). “The influence of structure change on pore pressure and deformation behavior of soft clays under surface loadings,” thesis presented to the University of California, at Berkeley, Calif., in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
41.
“U.S. Federal Highways Administration report no. FHWA‐RD‐75‐516.” (1975). Proc., Found. Deformation Prediction Symp., Massachusetts Institute of Technology, Cambridge, Mass.
42.
Wroth, C. P., and Loudon, P. A. (1967). “The correlation of strains within a family of triaxial tests on overconsolidated samples of kaolin.” Proc., Geotech. Conf., Oslo, Norway, 159–163.
43.
Wroth, C. P., Thompson, S. A., and Hughes, J. M. O. (1974). “Report No. FHWA‐RD‐75‐516,” Proc., Found. Deformation Prediction Symp. 2, Massachusetts Institute of Technology, Cambridge, Mass.
Information & Authors
Information
Published In
Journal of Geotechnical Engineering
Volume 116 • Issue 9 • September 1990
Pages: 1402 - 1421
Copyright
Copyright © 1990 ASCE.
History
Published online: Sep 1, 1990
Published in print: Sep 1990
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.