# Analysis of Box Girder Bridges Using Staad Pro

A box girder is formed when two web plates are joined by a common flange at both the top and the bottom. The closed cell which is formed has a much greater torsional stiffness and strength than an open section and this is the main reason why box girder configuration is usually adopted in long span bridges. The torsion and distortion rigidity of box beam is due to the closed section of the box beam.

It has been shown by reseachers that long span bridges with wider decks and eccentric loading on cross-section will suffer in curvature in longitudinal and transverse direction, thereby causing heavy distortion of cross-section. As a result, long span bridges with wide decks should have high torsional rigidity in order to reduce the distortion of cross-section deck to a minimum. This is one of the downsides of T-beam and deck system. Accordingly, box girders are more suitable for larger spans and wider decks, and any eccentric load that will cause high torsional stresses which will be counteracted by the box section (see Figure 1 for typical box girder bridge). However, despite being an efficient cross-section, we should know that that the analysis of such sections are more complicated due combination of flexure, shear, torsion, and distortion. In this post, we are going to evaluate the potentials of Staad Pro software in the analysis of box girder bridge subjected to Load Model 1 of Eurocode 1 Part 2.

The cross-section of the bridge deck is shown in Figure 2. The following data was used to model the bridge deck on Staad Pro.

Length of bridge = 30 m
Support condition = Pinned to the piers
Unit weight of concrete = 25 kN/m3
Thickness of sections = 250 mm (web and flanges)
Unit weight of asphalt overlay = 22 kN/m3
Thickness of asphalt = 75 mm

Hence, the bridge deck will be subjected to the following actions;

(1) Self weight of girder
(2) Weight of asphalt overlay