By Bjorn Akesson

Covers idea and heritage of local buckling, proposing easy layout calculations which deal with this fascinating phenomenon. makes an attempt to grasp the method of buckling are defined, bringing up either successes and screw ups. a couple of failure case stories are provided as well. The ultimate element of the ebook offers easy-to-follow layout examples which comply with the most recent Eurocode. meant to introduce senior scholars in Bridge and Structural Engineering to the phenomenon of buckling, with precise concentrate on thin-walled plated bridge girders. compatible as a direction guideline consultant for its highly visible and descriptive sort. Moreovere a great reference on buckling for training and consulting engineers.

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Additional info for Plate Buckling in Bridges and Other Structures

Sample text

Even if the Britannia Bridge marked the introduction of a new and successful concept, the box-girder bridge soon came into the background of the more optimal truss bridges (in terms of the amount of material) – it was first after the Second World War that the box-girder bridge concept once again came into use as a competitive alternative. In the 1960s the development really accelerated, due to the introduction of large rolled plates in combination with the technique of automatic cutting and welding, which did enable for the production of larger bridge cross-sections.

Cast iron profiles are made directly from the moulding form, which is a huge advantage, however, thus receiving a brittle material. Stephenson pondered on the solution of having two parallel I-girders standing next to each other – clearly inspired by the simple I-girder bridge concept that was so common at the time for short and medium span bridges – but having the top and bottom flange here connected to each other. The shorter I-girder bridge spans were without exception made in cast iron, and had a maximum span length of 15–20 m.

After the end spans on either side had been erected (using false-work), the free cantilevering erection method was used for the continued assembly. For the north end (to the left in the elevation above) it was decided to use a temporary support in midspan of the second span, while on the south side (to the right in the elevation) it was decided to manage without, due to the shorter span length. 10 meter (Fig. 28). The designer, Freeman, Fox & Partners, had with great success a couple of years earlier, used a trapezoidally shaped cross-section at the construction of the Severn Bridge (a 988 meter long suspension bridge) and at the construction of the Wye Bridge (a 235 meter long cable-stayed bridge), and wanted to continue with this successful concept.

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