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elements with a thickness of 400 mm. Three different materials have been
defined for steel, cables, and concrete. The connections between the deck
crossbeams and the main girder, the arch crossbeams and the arch, and the
arch and the main girder were assumed rigid. The four corner nodes of the
deck were the nodes where the constraints are applied. On one side, only the
in-plane rotation is permitted, while on the other side, both the in-plane
rotation and the longitudinal translation were allowed.
corrugated steel webs for bridges considering material inelasticity. A finite
element analysis was performed to study the geometric parameters affecting
the shear buckling strength of curved corrugated steel webs for bridges.
Based on the numerical results, a shear buckling parameter formula was pro-
posed. The author presented another formula presented to maximize the
shear buckling capacity of curved corrugated web. The proposed formulas
agreed well with the published experimental data. It was shown that the
curved corrugated webs produced a tremendous increase in the shear buck-
ling strength and considerable weight saving in regard to the corresponding
trapezoidal corrugated webs. The corrugation angle had a considerable effect
on the behavior of curved corrugated webs, where higher corrugation angles
produced a tremendous increase in the shear buckling strength of curved
corrugated webs. It was found that the proposed approach provided a good
prediction for the shear buckling strength of curved corrugated steel webs of
bridges. The general purpose software ANSYS was used in the analysis. The
shell element (Shell 63) was used to model the steel web. The finite element
has both bending and membrane capabilities. Both in-plane and normal
loads were permitted. The element has 6 degrees of freedom at each node.
Stress stiffening and large deflection capabilities were included in the ele-
ment. A mesh sensitivity analysis was performed and six elements per panel
were used. A linear elastic buckling analysis was carried out using the
models.
with a thin-walled steel box girder. This bridge had a large width-to-span
ratio, which resulted in significant shear lag effects and causes nonuniform
stress distribution in the three-cell thin-walled box girder, especially along
the flanges of the girder. The authors investigated the effect of shear lag in
thin-walled box girder bridges with large width-to-span ratios through both
experimental and numerical investigations. A large-scale model was tested
under different loading cases. The material parameters were obtained from
physical characteristics tests and tensile tests. In addition, a computational
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