Examples of Finite Element Models of Steel Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 588

3500

S

1667

5000

1800

S 1 S 1

3000

S 2

S 2

S

L = 6 × 5000= 30000 mm

7200 mm

Cross-section S-S

Elevation

Given:
Stringer cross-section: UB 457×191×98

Cross-girder cross-section: UB 914×305×253

All bracing members: two equal leg angles back-to-
back of 150×150×15

30000

Plan of upper wind bracing (Section S 1 -S 1 )

Load bearing stiffeners: 3000×250×25

Stability stiffeners: 3000×250×20

Bolts: M27 high strength pretensioned bolts

Plan of lower wind bracing (Section S 2 -S 2 )

Figure 6.25 General layout of a double-track open-timber floor plate girder railway
steel bridge.

etc., is shown. The dimensions and details of the main plate girder are shown
in Figure 6.26 . The main plate girder web was 3000 mm high and 16 mm
width. The flange plate of the main plate girder was 600 mm wide and
30 mm thick, with another plate being added in the middle 14 m region
to resist the maximum bending moment at midspan. The stringers were
universal beams (UB 457 191 98), the cross girders were universal
beams (UB 914 305 253), and the bracing members were two equal
angles back-to-back (150 150 15). The web of the main plate girder
was stiffened at supports by load-bearing stiffeners (steel plates of
3000 250 25 mm) and by intermediate stability stiffeners (steel plates
of 3000 250 20) (see Figures 6.25 and 6.26 ) . The bridge was made of
steel having yield and ultimate tensile strengths of 275 and 430 MPa, respec-
tively. The dead loads on each main girder were estimated by 27.6 kN/m,