Abstract
The dominant axial compressive force makes the arches become extremely sensitive to the loss of stability. Their stability analysis was first initiated in the late 20th century. The first stability research of single arches was carried out inplane at the elastic stage of the arches. Later the behaviour of arches in the elastic-plastic stage, the initial stresses and geometric imperfections before the arch buckles were also assessed, the effective length of the arches and the out-of-the-plane arch strength conditions were being identified as well as the effect of the temperature on the stability of the arch. The expression of the critical force of the arches connected by vertical hangers with a chord and its dependant elements were defined by Petersen in the late 20th century. The design methodology for the formal design of arches connected by vertical hangers with a stiffening girder is presented in Annex D of the Eurocode 1993-2. Nevertheless, the area of application and the main assumptions are not defined. The first part of the comparative analysis identifies the assumptions for arch bridge modelling under which the buckling factor β dependence curves in Figure D.4 of Annex D to Eurocode 1993-2 can be applied. In the second part a comparison of the the normative βEC factor value and the one established by the numerical experiment with the increase in the number of hangers and change in the hanger network form is presented.
Highlights
The arch bridges are some of the most popular, the oldest and the most elegant bridges built in the urban and suburban areas
The buckling length factor values of the single arches with hinged or rigid supports are presented in the form of curves in Table D.4 of Annex D, depending on the height of the rise and the span length as well as on the shape of the arch
The calculated buckling length factor values are close to the values presented in Figure D.4, regardless of the static scheme of the bridge
Summary
The arch bridges are some of the most popular, the oldest and the most elegant bridges built in the urban and suburban areas. The buckling length factor values of the single arches with hinged or rigid supports are presented in the form of curves in Table D.4 of Annex D, depending on the height of the rise and the span length as well as on the shape of the arch. As the number of hangers m increases, the difference between the theoretical and the numerically calculated buckling length factor values grows depending on the static scheme of the bridge. This chapter deals with a numerical experiment carried out with the use of the finite elements software “SOFiSTiK” to determine the stability assessment possibilities of the network arch bridges with the use of the curves presented in Figure D.4 of the Eurocode 1993-2. The network arch bridges are characterized by a larger number of hangers compared to the traditional arch bridges
Sign-in/Register to view highlights & summary Sign-in/Register to access full text options 
Free) 
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 call
