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Finite element modelling and design of partially encased composite columns

  • Chicoine, Thierry (Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique) ;
  • Tremblay, Robert (Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique) ;
  • Massicotte, Bruno (Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique)
  • Received : 2001.09.01
  • Accepted : 2002.05.01
  • Published : 2002.06.25

Abstract

In this paper, the behaviour of axially loaded partially encased composite columns made with light welded H steel shapes is examined using ABAQUS finite element modelling. The results of the numerical simulations are compared to the response observed in previous experimental studies on that column system. The steel shape of the specimens has transverse links attached to the flanges to improve its local buckling capacity and concrete is poured between the flanges only. The test specimens included 14 stubcolumns with a square cross section ranging from 300 mm to 600 mm in depth. The transverse link spacing varied from 0.5 to 1 times the depth and the width-to-thickness ratio of the flanges ranged from 23 to 35. The numerical model accounted for nonlinear stress-strain behaviour of materials, residual stresses in the steel shape, initial local imperfections of the flanges, and allowed for large rotations in the solution. A Riks displacement controlled strategy was used to carry out the analysis. Plastic analyses on the composite models reproduced accurately the capacity of the specimens, the failure mode, the axial strain at peak load, the transverse stresses in the web, and the axial stresses in the transverse links. The influence of applying a typical construction loading sequence could also be reproduced numerically. A design equation is proposed to determine the axial capacity of this type of column.

Keywords

composite column;built-up steel shape;local buckling;finite element models;materials behaviour;section capacity;design equations

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