Hostname: page-component-8448b6f56d-mp689 Total loading time: 0 Render date: 2024-04-19T01:17:00.967Z Has data issue: false hasContentIssue false
  • English
  • Français

Analysis of the Mechanic Behavior and Rutting of Asphalt Concrete Using a Sand Model

Published online by Cambridge University Press:  05 May 2011

Ming-Lou Liu
Ming-Lou Liu*
Affiliation:
Department of Civil Engineering, I-Shou University, Kaohsiung, Taiwan 84008, R.O.C.
*
*Associate Professor
Get access

Abstract

The stress-strain relationship of the sand and asphalt concrete materials is one of the most important research subjects in the past, and many conctitutive laws for these materials have been proposed in the last two decades. In this study, the Vermeer plasticity model is modified and used to predict the behavior of the sand and asphalt concrete materials under different stress path conditions. The results show that the predictions and test results agree well under different stress path conditions. However, the orignal Vermeer model can not predict the stress-strain behavior of the asphalt concrete. Finally, the modified Vermeer plasticity model is incorporated with the pavement rutting model to predict the rut depth of pavement structure under traffic loadings.

Keywords

Nonlinear elasticityPlasticity theoryRutting.
Type
Articles
Information
Journal of Mechanics , Volume 15 , Issue 4 , December 1999 , pp. 177 - 184
Copyright
Copyright © The Society of Theoretical and Applied Mechanics, R.O.C. 1999

Access options

Get access to the full version of this content by using one of the access options below. (Log in options will check for institutional or personal access. Content may require purchase if you do not have access.)

References

REFERENCES

1.Desai, C. S., Somasundarem, S. and Frantsikonis, G.N., “A Hierarchial Approach for Constitutive Modeling of Geoligic Materials,” International Journal for Numerical and Analitical Methods in Geomechanics, 10, pp. 225–257 (1986).CrossRefGoogle Scholar
2.Kim, M. K. and Lade, P. V, “Single Hardening Constitutive Model for Frictional Materials, I. Plastic Potential Function,” Computer and Geotechnics, 5, pp. 307–324 (1988).Google Scholar
3.Vermeer, P. A., “A Double Hardening Model for Sand,” Geotechnique, 28 (4), pp. 413–433 (1978).Google Scholar
4.Roscoe, K. H. and Burland, J. B., “On the Generalized Stress Strain Behavior at ‘Wet’ Clay,” Heymam, J. and Leckie, J.A. Editors, Engineering Plasticity, Cambridge University Press, Cambridge, U.K., pp. 535–609 (1968).Google Scholar
5.DiMaggio, F. L. and Sandler, I. S., “Material Model for Granular Soils,” Journal of the Engineering Mechanics Division, ASCE, 97 (EM3), pp. 935–950 (1971).Google Scholar
6.Liu, M. L., “Numerical Prediction of Pavement Distress by Using the Geotechnical Constitutive Law,” Ph.D. Dissertation, Texas A&M University, College Station, Texas, U.S.A. (1993).Google Scholar
7.Prevost, J. H. and Hoeg, K., “Effective Stress-Strain-Strength Model for Soils,” Journal of Geotechnical Division, ASCE, 101 (GT3), pp. 259–278 (1975).CrossRefGoogle Scholar
8.Lade, P. V, “Elasto-Plastic Stress-Strain Theory for Cohesionless Soil with Curve Yield Surfaces,” International Journal of Solids Structures, 13, pp. 1019–1035 (1977).Google Scholar
9.Uzan, J., “Resilient Characterization of Pavement Materials,” International Journal for Numerical and Analytical Methods in Geomechanics, 16, pp. 453–459 (1992).Google Scholar
10.Vermeer, P. A., “A Five-Constant Model Unifying Well Established Concepts,” International Workshop on Constitutive Relations for Soils, Grenoble, France, September, pp. 175–197 (1982).Google Scholar
11.Roscoe, K. H. and Schofield, A. N., “Yielding of Clay in State Wetter Than Critical,” Geotechnique, 13 (3), pp. 211–240 (1963).Google Scholar
12.Matsuoka, N. and Nakai, T., “Stress-Deformation and Strength Characteristic of Soil under Three Different Principal Stress,” Proceedings, Japan Society of Civil Engineers, 232, pp. 59–70 (1974).Google Scholar
13.Nakai, T. and Matsuoka, H., “Deformation of Soil in Three-Dimension Stress,” IUTAM Conference on Deformation and Failure of GranularDelft, Netherlands, pp. 275–285 (1982).Google Scholar
14.Hasimi, Q. S. E., “Nonassociative Plasticity Model for Cohesionless Materials and Its Implementation in Soil-Structure Interaction,” Ph.D. Dissertation, University of Arizona, Tucson, Arizona (1988).Google Scholar
15.Kim, M. K. and Lade, P. V, “Modelling Rock Strength in Three Dimensions,” International Journal of Rock Mechanics, Mining Science & Geomechanics, 21 (1), pp. 21–33 (1984).Google Scholar
16.Lade, P. V, “Three-Parameter Failure Criterion for Concrete,” Journal of the Engineering Mechanics Division, ASCE, Vol. 108, pp. 850–863 (1982).Google Scholar
17.SHRP Quarterly Report A-003, “Performance-Related Testing and Measuring of Asphalt-Aggregate Interaction and Mixture, Quarter 2 of 1991,” Institute of Transportation Studies, University of California, Berkeley, California (1992).Google Scholar
18.Letto, A. R., “A Computer Program for Foundation Optimization Using Pattern Search and Gradient Summation Techniques,” Report for Master of Engineering, Texas A&M University, College Station, Texas, U.S.A. (1968).Google Scholar
19.Kenis, W. J., “Predictive Design Procedure, VESYS User Manual—A Design Method for Flexible Pavements Using the VESYS Structural Subsystem,” Proceedings of 4th International Conference on Structure Design of Asphalt PavementsUniversity of Michigan, Ann Arbor, Michigan1, pp. 101–130 (1977).Google Scholar