Response Prediction of Granular Materials at Low Effective Stresses
This article has a reply.
VIEW THE REPLYPublication: Journal of Geotechnical Engineering
Volume 120, Issue 7
Abstract
Analysis of laboratory experiments and model structures on cohesionless granular materials conducted at very low effective stress levels have shown that their response to loading differs significantly from that observed at higher stress levels. These differences may be attributed both to intrinsic material properties and external factors such as boundary conditions. The gravity induced self‐weight stresses that occur in typical laboratory specimens are often of the same order of magnitude as the externally applied tractions or stresses that result from displacement controlled modes of loading at very low confinement levels. A three stress invariant elastoplastic constitutive model recently proposed may be used to simulate the nonlinear stress‐strain‐strength behavior of granular soils at low stress levels. The constitutive equations have been integrated via a fully implicit technique. The model parameters are calibrated via an optimization scheme. In this study the model is implemented in a finite‐element code in order to study nonlinear boundary value problems. The optimization scheme is used (at the finite‐element level) as an inverse‐identification procedure that is used to better identify the constitutive model parameters (without the influence of external forces, such as gravity) from triaxial experiments at very low as well as high confining stress levels.
Get full access to this article
View all available purchase options and get full access to this article.
References
1.
Carrier, W. D. III, Olhoeff, G. R., and Wendell, M. (1991). “Chapter 9: Physical properties of the lunar surface.” The lunar source book, G. Heiken, D. Vanimin, and B. M. French, eds., Cambridge University Press, New York, N.Y.
2.
Costes, N. C., Carrier, W. D., Mitchell, J. K., and Scott, R. F. (1969). “Apollo 11: Soil Mechanics Results.” J. Soil Mech. and Found. Div., ASCE, Vol. 95, 2045–2082.
3.
Gemperline, M. C. (1983). “Centrifugal model tests for ultimate bearing capacity of footings on steep slopes in cohesionless soils,” MS thesis, University of Colorado at Boulder, Boulder, Colo.
4.
Klisinski, M., Alawi, M. M., Sture, S., Ko, H‐Y., and Wood, D. M. (1987). “Elastoplastic model for sand based on fuzzy sets.” Proc., Constitutive Equations for Granular Non‐Cohesive Soils, Saada and Bianchini, eds., A. A. Balkema, Rotterdam, The Netherlands, 325–343.
5.
Lade, P. V. (1972). “The stress‐strain and strength characteristics of cohesionless soils,” Phd dissertation, University of California at Berkeley, Berkeley, Calif.
6.
Lade, P. V., and Duncan, J. M. (1975). “Elastoplastic stress‐strain theory of cohesionless soil.” J. Soil Mech. and Found. Div., ASCE, 101(10), 1037–1053.
7.
Lade, P. V. (1977). “Elasto‐plastic stress‐strain theory of cohesionless soil with curved yield surfaces.” Int. J. Solids Struct., Vol. 13, 1019–1035.
8.
Macari‐Pasqualino, E. J. (1989). “Mechanical behavior of granular material at low confining stress levels and under a reduced gravity environment,” PhD dissertation, University of Colorado at Boulder, Boulder, Colo.
9.
Macari‐Pasqualino, E. J., Sture, S., and Runesson, K. (1991). “Analysis of low effective stress characteristics of granular materials in reduced gravity.” Proc., Geotech. Engrg. Congress 1991, ASCE, New York, N.Y., 1222–1233.
10.
Macari‐Pasqualino, E. J., Arduino, P., Weihe, S., and Runesson, K. (1993). “Numerical integration scheme applied to a cone‐cap model.” Proc., MEET'N 93, ASCE, New York, N.Y.
11.
Runesson, K., Pramono, E., Sture, S., and Axelsson, K. (1988). “Assessment of a new class of implicit integration schemes for a cone‐cap plasticity model.” Proc., 6th Int. Conf. Numerical Methods in Geomech., Vol. I, G. Swoboda, ed., A. A. Balkema, Rotterdam, The Netherlands, 349–358.
12.
Runesson, K., Sture, S., and Willam, K. (1988). “Integration in computational plasticity.” Computers and Struct. Vol. 30, 119–130.
13.
Sture, S., Runesson, K., and Macari‐Pasqualino, E. J. (1989). “Analysis and calibration of a three‐invariant plasticity model for granular materials.” Ingenieur‐Archiv, Vol. 59, 253–266.
14.
Weihe, S. (1989). “Implicit integration schemes for non‐smooth yield criteria subjected to hardening/softening behavior,” MS thesis, University of Colorado at Boulder, Boulder, Colo.
15.
Willam, K. J., and Warnke, E. P. (1975). “Constitutive model for triaxial behaviour of concrete; IABSE Rep. No. 19.” Proc., Concrete Structures Subjected to Triaxial Stress, ISMES, Bergamo, Zurich, Switzerland, Vol. 1–30.
Information & Authors
Information
Published In
Journal of Geotechnical Engineering
Volume 120 • Issue 7 • July 1994
Pages: 1252 - 1268
Copyright
Copyright © 1994 American Society of Civil Engineers.
History
Received: Jun 10, 1992
Published online: Jul 1, 1994
Published in print: Jul 1994
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.