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P where ξ = ∫ (dεij · dεij )1/2 is the trajectory of accumulated total plastic strains and a1 and η1 are the hardening parameters. ξ ∗ = initial ξ introduced due to the extension of the yield surface by 3R, Fig. 2 (Li 2003); for cohesionless materials ξ ∗ = 0. 5 where Du , A and Z are the disturbance parameters. Figures 1 and 3 show schematics of quasistatic and cyclic tests with the disturbance, respectively. Such test data can be obtained from uniaxial, shear or triaxial tests. p εij , Eij and εii are the total, deviatoric and volumetric plastic strain tensors, respectively.
0 the specimen level for a typical confining pressure, σ3 = 400 kPa, which was used to find the parameters: validation for test data used to find parameters is called Level 1. Validation (Level 2) for the independent 21 6 DSC FOR INTERFACES AND JOINTS Interfaces in composite material systems such as pavements play a significant role in the overall behavior of pavement structures. Very often, in soil-structure interaction problems, the behavior of interfaces have been characterized by different models than those for the adjacent soil and structural material.
User’s manual I to III. Tucson, AZ, USA. S. 2001. Mechanics of materials and interfaces: the disturbed state concept. CRC Press: Boca Raton, FL, USA. S. 2002. Mechanistic pavement analysis and design using unified material and computer model. Keynote paper, 3rd int. symp. on 3-D finite element for pavement analysis, design and research, Amsterdam. Netherlands. S. 2007. Unified DSC constitutive model for pavement materials with numerical implementation. Int. J. Geomechanics, ASCE 7(2): 83–101. S.
Boeing (Images of America) by Martin W. Bowman