Examples of Finite Element Models of Steel Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 596

Figure 6.35 Stress (von Mises) contours of the double-track open-timber floor plate
girder railway steel bridge at failure.

8000

7000

6000

5000

4000

3000

2000

Design load (EC3)
FE

1000

0

0 100 200 300 400 500 600

Mid-span deflection (mm)

Figure 6.36 Load per one main girder-midspan deflection relationships for the double-
track open-timber floor plate girder railway steel bridge at ultimate limit state.

the yield stresses were reached at midspan in the upper (compressive stresses
with negative sign) and lower flanges (tensile stresses with positive sign) of
the main plate girder. In addition, in Figure 6.35 , the von Mises yield stress
contours at failure are plotted. It can be seen that the yield stresses were
reached at midspan in the upper and lower flanges of the main plate girder.
The load-midspan deflection curve predicted numerically was plotted in
Figure 6.36 . It can be shown that the relationship is nonlinear, which con-
firms that the deformations exceeded the elastic range. The ultimate load