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Generalized method for non‐linear seismic response analysis of a three dimensional soil–structure interaction system
Author(s) -
Toki Kenzo,
Fu Chang Sheng
Publication year - 1987
Publication title -
earthquake engineering and structural dynamics
Language(s) - English
Resource type - Journals
SCImago Journal Rank - 2.218
H-Index - 127
eISSN - 1096-9845
pISSN - 0098-8847
DOI - 10.1002/eqe.4290150803
Subject(s) - joint (building) , linear elasticity , finite element method , structural engineering , coulomb , excitation , response analysis , mathematics , stress (linguistics) , engineering , physics , electrical engineering , quantum mechanics , electron , linguistics , philosophy
Abstract Previous achievements using the dynamic non‐linear analysis of an interaction system are reviewed briefly, after which a three dimensional (3D) model of the stress redistribution of soil based on the Mohr–Coulomb failure law is presented to evaluate the unbalanced tensor at every iteration in the load transfer method. A 3D, full non‐linear analysis was used to examine the validity and accuracy of results obtained by 2D analysis by combining the model of redistributed stresses proposed here with the joint element model. Based on the numerical solution reported here, we concluded that both the 3D and 2D models of stress redistribution work well and reflect the yielding pattern of soil during excitation, but the former is more realistic. The failure area in the structural zone obtained by 3D analysis is slightly larger but similar to that obtained by 2D analysis. The ratio of maximum strain to yield strain and non‐linear time ratio, β s , for the soil elements in the structural zone are also a little larger. In contrast, the maximum separation values for the joint elements are much smaller and the separation pattern for the x ‐side wall interface is the reverse of that found by 2D analysis. These values, however, affect only responses in the short period range and the regions close to the interface. In general, the tendencies shown by 2D analysis for the effects of non‐linear behaviour on structural responses are confirmed for the parameters investigated.