Examples of Finite Element Models of Steel Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 584

Figure 6.19 Elastic lateral buckling mode (eigenmode 1) for the full-scale built-up
I-section plate girder T3.

L u /1000 is the average measured values in the tests [ 6.8 ] and commended in
[ 6.32 ] . The factored buckling mode is inserted into the load-displacement
nonlinear analysis of the plate girder T3 following the eigenvalue

prediction.
The developed finite element model for the plate girder T3 (see
Figure 6.18 ) was verified against the test results detailed in [ 6.8 ] . The failure
loads, failure modes, and load-midspan deflection curves obtained experi-
mentally and numerically using the finite element model were compared.
The deformed shapes of plate girder T3 at failure observed experimentally
and numerically were compared as shown in Figure 6.20 . It can be seen that
the experimental and numerical deformed shapes are in good agreement.
The failure mode observed experimentally and confirmed numerically
was lateral-torsional buckling. The data obtained from ABAQUS [1.29]
have shown that the von Mises stresses at the maximum stressed fibers at
the top and bottom flanges at midspan were not exceeded. In Figure 6.21 ,
the stress (principal stresses in direction 1-1) contours at failure of the full-
scale built-up I-section plate girder T3 are plotted. It can be seen that the
yield stresses were not reached. In addition, in Figure 6.22 , the plastic strain
(principal strains in direction 1-1) contours at failure of the small-scale built-
up I-section plate girder T3 are plotted. Once again, it can be seen that the
plastic strains were not reached. Furthermore, in Figure 6.23 , the von Mises
yield stress contours at failure of the small-scale built-up I-section plate