Non-linear stability of under-deck cable-stayed bridge decks

Madrazo-Aguirre, Fernando; Wadee, M. Ahmer; Ruiz-Teran, Ana M.

doi:10.1016/j.ijnonlinmec.2015.07.001

Cited by 25 publications

(11 citation statements)

References 23 publications

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“…This introduces new complexity to the mechanics of the system since the collinearity of the loading no longer exists. The self-weight introduces a directionality that is similar to that found in cable-stayed bridges, where stays are regularly used to reduce the self-weight deflection of the deck, thereby increasing capacity [21]. Currently, there is a similar opportunity by reducing the length of the upper portion of the crossarm, as shown in Figure 1(a), to provide a net upwards force from the intermediate restraint.…”

Section: Introductionmentioning

confidence: 91%

Stability and ultimate behaviour of prestressed stayed beam-columns

Wadee

Gardner

2019

Engineering Structures

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Section: Introductionmentioning

confidence: 91%

Stability and ultimate behaviour of prestressed stayed beam-columns

Wadee

Gardner

2019

Engineering Structures

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“…A yield stress of F y,s =491 N/mm 2 and Young's modulus of E s =201 kN/mm 2 are chosen for the cold-formed steel, based on the research conducted by Kyvelou et al [47]. The high-strength steel cable is modelled using an elastic material model with F y,c =1860 N/mm 2 and E c =195 kN/mm 2 , based on [15] and [48] respectively. Note that the strength enhancements in the corner regions of the cold-formed steel section arising from the plastic deformations induced during the cold-forming process are not modelled herein.…”

Section: Materials Modellingmentioning

confidence: 99%

“…The temperature difference ∆T required to induce the desired prestressing can be back-calculated using the expression P = −E c A c α th ∆T , where α th is the thermal expansion coefficient of the cable, defined as 1.2×10 −5 K −1 herein. This approach of introducing prestress using thermal loading has been successfully used in previous studies [15,48]. In the second step, the uniformly distributed loading is modelled by applying point loads at the junction between the top flange and the web along the entire span of the member, as indicated in Fig.…”

Section: Boundary and Loading Conditionsmentioning

confidence: 99%

Prestressed cold-formed steel beams: Concept and mechanical behaviour

Hadjipantelis

Gardner

Wadee

2018

Engineering Structures

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An innovative concept, whereby the load-carrying capacity and serviceability performance of cold-formed steel beams are enhanced by utilising prestressing techniques, is presented. The prestressing force is applied by means of a high-strength steel cable, which is housed at a location eccentric to the strong geometric axis within the bottom hollow flange of the cold-formed steel beam, inducing initial stresses in the beam that are opposite in sign to those introduced during the subsequent loading stage. As a consequence, the development of local instabilities during loading is delayed and thus the capacity of the beam is enhanced. Furthermore, the pre-camber induced during prestressing, as well as the contribution of the cable to the bending stiffness of the system, decrease the overall vertical deflections of the beam. The conceptual development of prestressed cold-formed steel beams and a study investigating the potential benefits are presented. The mechanical behaviour of the proposed beams in both the prestressing and imposed loading stages is described in terms of analytical expressions, while failure criteria for the design of the cold-formed steel beam and the cable are also developed by employing interaction equations in conjunction with the Direct Strength Method. Geometrically and materially nonlinear finite element analysis with imperfections is employed to simulate the behaviour of the proposed beams. Sample numerical results are presented and compared with the developed analytical expressions and failure criteria, demonstrating the substantial enhancement in moment capacity and serviceability performance offered by these beams.

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“…An attractive type of longitudinal post-tensioning, known as under-deck cable-stayed system, was introduced into bridge engineering in 1978 by Leonhardt in the Weitingen viaduct over the Neckar River in Germany [20]. In the last two decades, significant research has been conducted on the application of post-tensioned under-deck tendons to concrete and steel-concrete composite bridges [21,22,23,24,25]. However, little work has been done so far to promote the development of under-deck cable-stayed tendon systems in TCC bridges [19,26].…”

Section: Introductionmentioning

confidence: 99%