Web Crushing Steel Beam

Civil engineering study 81 2 structural series web crippling and combined web crippling and bending of steel decks by wei wen yu.

Web crushing steel beam.

The nominal cross section dimensions of parallel flange channels give a square heel but the tolerances include a small heel radius see corus brochure structural sections 11 based on bs. Width n length b and thickness t. Bearing buckling and shear capacities for unstiffened webs. Since none of the rolled sections have d t 70e there is no need to check for shear buckling of the web.

5 6 1 hinge approach with full depth steel plates in sagging region of beam. 3 41 has already been strengthened in the sagging region with 3 mm thick steel plates over the full depth of the web. A bearing plate is generally a rectangular plate that can described by its dimensions as shown in figure 8 6 4 1 1. This is a problem only when very wide flanges are employed.

The bearing plate is necessary to avoid crushing of the weaker material and to distribute the reaction force over a sufficient length of beam to prevent web yielding or crippling. Web 2 local crushing of web 3 buckling of thin flanges. The two equations are needed to account for the difference. In this case r n is the nominal web crippling strength of the member is computed using scm equations j10 4 and j10 5.

Shear yield can only occur in very short spans and suitable web stiffeners will have to be designed. In order to ensure ductile shear behaviour shear strength is limited by the maximum strut capacity equation web crushing equation to prevent the crushing of concrete before the yielding of shear reinforcement. Web crushing failure in beams is a brittle failure mode as it typically occurs suddenly without warning. The reinforced concrete beam in section 3 5 2 1 and fig.

Web bearing failure means that the web yields at its most vulnerable location close to the root radius adjacent to the flange where the force is applied as illustrated in figure 1 a. Local crushing is possible when concentrated loads act on unstiffened thin webs. The plate increased the flexural capacity from 173 knm to 277 knm. The variable n in the 2005 specification has been replaced with l b in the 2010 specification the values of r u and r a are the lrfd and asd factored loads respectively applied to the beam.

9 2 parallel flange channels.