Abstract
Several arch bridge superstructures, designed by the authors of the paper, are presented and analysed. Spatial FEM models were utilised to analyse behaviour of each bridge. Verification of out-of-plane buckling of the arches is discussed in more detail. Comparison of using beam and shell finite elements for the mesh of main beam-arch load-carrying system is given. The variation of top bracing system and its influence on the stability of the arches is presented, as well. A minimum load amplifier to reach the elastic instability of arches is used to estimate the suitability of the bracings. Comparisons of the assessment using results produced by first and second order global analyses are presented. Application of a unique global and local imperfection as the initial geometric imperfection is proposed.
Highlights
The spatial transformation Finite Elements Method (FEM) models of five arch bridge superstructures recently designed by the authors of the paper were utilised
That parametric study has been extended in this paper by another bridge superstructure and by further FEM models using shell finite elements for the mesh of main girderarch load-carrying system
The comparison of origin beam models with the shell models is made by the minimum load amplifier to reach the elastic instability of arches
Summary
The paper deals with global analysis of bowstring-arch bridges, especially with verification of out-of-plane buckling resistance of the arches. All four superstructures of the bridge consist of two bow-string girders with the bottom orthotropic bridge deck and the upper longitudinal bracing. The steel superstructures, marked as “B” in the consist of two bow-string girders with the bottom orthotropic bridge deck and the upper longitudinal bracing. The bridge is designed as two-line steel railway bridge with theoretical span length of 66.0 m, Fig. 3. The steel superstructure “C” consists again of the bow-string girders with the bottom orthotropic bridge deck and the upper longitudinal bracing. The superstructure consists of two steel bow-string girders with theoretical span length of 81.0 m in axial distance of 12 m, connected with the bottom steel and concrete composite bridge deck and the upper longitudinal bracing. The vertical hangers are designed from steel rods hinged to the girders and arches
Sign-in/Register to view highlights & summary Sign-in/Register to access full text options 
Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a callMore From: Communications - Scientific letters of the University of Zilina
Disclaimer: All third-party content on this website/platform is and will remain the property of their respective owners and is provided on "as is" basis without any warranties, express or implied. Use of third-party content does not indicate any affiliation, sponsorship with or endorsement by them. Any references to third-party content is to identify the corresponding services and shall be considered fair use under The CopyrightLaw.
