Unconventional Double-Level Structural System for Under-Deck Cable-Stayed Bridges

Abstract

This paper presents a new morphology of a cable-staying system for an under-deck cable-stayed bridge. The computational method proposed in the paper has been derived for a one-strut conventional cable staying system and applied for an unconventional double-level cable-staying system. The paper describes an algorithm for the correct implementation of the interaction between the cable-staying system and the deck. The numerical examples demonstrate that the proposed computational method based on a non-linear analysis of a simply supported and additionally restrained beamcolumn can be used for obtaining deformation response to the considered structure. An analysis of the same problem using finite element (FE) software ANSYS was carried out to present the accuracy of the proposed method. The paper also demonstrates comparison analysis between the conventional and unconventional structural schemes for the under-deck cable-stayed bridge under symmetric and asymmetric loading.Keywords: under-deck cable-stayed bridge, double-level cable-staying system, non-linear analysis, computational method, beam-column, elastic restraint, structural response.

Design Criteria of Under-Deck Cable-Stayed Composite Bridges for Short and Medium Spans

“…Recently, in Ref. [36 ], further analyses were performed on UDCSBs employing a doublelevel structural system, which approximates to Fink truss configurations. The response of UDCSBs under accidental events has also been studied.…”

Comprehensive Study on Underslung Girder Bridge Under Different Loading Conditions

“…Nonlinear vs linear calculations outline minor errors decreasing from 7% to 2% by going from heavily to lightly loaded side of the structure. For the real design cases, when the structures are more slender and the dead to live load ratio is less the difference between linear and nonlinear calculations dramatically increases (Misiunaite et al 2012). Moreover, inversely to the design check, there are no amplification factors to shift linear displacements closer to nonlinear one, thus for accurate and safe design GNIA becomes mandatory.…”

Dynamic behaviour of steel–concrete composite under-deck cable-stayed bridges under the action of moving loads

“…cross-stays) are introduced with the aim of stiffening the system for the second vertical mode (V2). The Type 3 configuration aims to restrain the V2 mode, and similar configurations have already been proved to resist loads that are applied only in one of the halves of the deck better [43]. Initially, the cross section of each of the four cross-stays comprises 31 strands of 150 mm 2 each (i.e.…”