Authors:Themistoklis Nikolaidis, Athanasios Michalopoulos, George Stavroulakis, and Charalampos Baniotopoulos
It has been recently proved for bridges that the collaboration between a deck structure and an external pre-stressed cable is a very advantageous structural system due to the fact that the use of external pre-stressing cables neutralizes the permanent loads. However, the action of the moving loads on the cables causes large displacements not compatible with the connected deck structure. A successful method to minimize the aforementioned undesirable displacements is to use a passive control system based on an a priori upward, vertical deformation of the deck due to the pre-stress action of the supported cables. In the present paper, a bridge model (of type MNB after Michalopoulos Nikolaidis Baniotopoulos) based on a concrete plate connected with steel beams is proposed and studied.
Authors:Mohamed Tahiri, Abdellatif Khamlichi, and Mohammed Bezzazi
derailment, and fatigue damage. To attenuate the level of this acceleration, classical solutions may be used, such as increasing the damping of the bridge or increasing its stiffness. In these circumstances, the bridge deck is damped or stiffened in order to
Authors:Peter Michalek, Jakub Kralovanec, and Jan Bujnak
resistance under severe environments and loads. Potential use of the RPC to attach precast concrete decks to steel superstructure is studied in the paper. The shear capacity and the load-slip relations are the most important characteristics for the design of
construction can be distinguished as follows: – walls, wall supported on a few points, – foundation slab, foundation in form of folded plates and shells, – slabs, and decks, – plate, and elements of folded plate, – shells, and elements of folded shells
This paper deals with the phenomenon of track-bridge interaction in railway bridges. Due to the continuity of the rails on the structural expansion joints, the deformations of the deck might induce stresses in the rails that need to be checked. The main design criteria are now specified in Eurocode 1–2.
Equivalent unique global and local initial imperfection is introduced in standards EN 1993-1-1, EN 1999-1-1 in clause 5.3.2 (11) and in Slovak national annex to EN 1993-1-1 NB. 5. However approach described in these standards needs further explanation to fully understand its background to reduce possibility of causing errors. Equivalent unique global and local initial imperfection and derived equivalent unique global and local initial imperfection method is based on obtaining amplitude for structural buckling mode, which can be than used as full-sized imperfection in assessment of structures loaded by combination of axial compression forces and bending moments. Equivalent unique global and local initial imperfection was firstly used and introduced by prof. Eugen Chladný from Slovak University of Technology in Bratislava. The origin of this method was based on the need of assessment of upper chords of open-deck truss bridges. The main idea is described in detail by Prof. Eugen Chladný and Magdaléna Štujberová in paper in magazine Stahlbau vol. 82. Equivalent unique global and local initial imperfection method in mentioned standards and paper is designated for plane structures like simple structural members or frame structures. This paper examines in plane behavior of structures with presented imperfection and calculation procedure, which allows fast examination of many different types of plane structures.
Authors:Jeno Balogh, Massimo Fragiacomo, Richard Gutkowski, Rebecca Atadero, and Peter Ivanyi
International Wood Engineering Conference , New Orleans, Louisiana, October 28–31, 1996, pp. 3431–3435.
Kuhlmann U., Schanzlin J. Grooves as shear connectors for timber-concrete composite decks, International RILEM Symposium on Joints