Abstract
Modern cable-stayed bridges are spatial, multicable systems. The cable force needs to be adjusted during the construction phase and maintenance phase. The existing calculation methods of cable force adjustment mainly considered the rationality of structural force, but only few research studies have been conducted on how to reduce the number of stay cables which need to be adjusted. This study aims to propose an optimization calculation method including the optimization module with the sensitivity analysis and updating design variable module (UDVM), which are used for cable force adjustment in cable-stayed bridges. Based on the finite difference method, the sensitivity analysis is adopted in the optimization module, which can capture the response of structures as design variables vary; the particle swarm optimization method is adopted for structural optimization. The proposed method can dramatically reduce the number of stay cables which need to be adjusted and ensure the main girder stresses remain in a reasonable state during stay cable adjustment progress by UDVM. Moreover, the proposed method can continuously update the objective function, constraint conditions, and design variables. Finally, this proposed optimization calculation method is applied to two different cable-stayed bridges to validate the reliability and feasibility of the method.
Highlights
Modern cable-stayed bridges are spatial, multicable systems. e cable force needs to be adjusted during the construction phase and maintenance phase. e existing calculation methods of cable force adjustment mainly considered the rationality of structural force, but only few research studies have been conducted on how to reduce the number of stay cables which need to be adjusted
Based on the finite difference method, the sensitivity analysis is adopted in the optimization module, which can capture the response of structures as design variables vary; the particle swarm optimization method is adopted for structural optimization. e proposed method can dramatically reduce the number of stay cables which need to be adjusted and ensure the main girder stresses remain in a reasonable state during stay cable adjustment progress by updating design variable module (UDVM)
An innovative optimization method of stay cable adjustment is proposed for cable-stayed bridges considering the minimum number of adjustment cables. e following conclusions can be drawn: (1) is paper proposed an original calculation method for reducing the numbers of cables while ensuring that the structural stress of the cable-stayed bridge does not exceed the limit value during the cable adjustment progress and the completion stage. e proposed optimization calculation method includes a sensitivity analysis and optimization module and an updating design variable module (UDVM). e sensitivity analysis and optimization module is used to optimize the mechanical performance of the cable-stayed bridge structure, and the updating design variable module (UDVM) can really optimize the number of stay cable adjustment
Summary
Case A is a two-pylon, three-span, prestressed reinforced concrete cable-stayed bridge. Erefore, after the closure of the main girder, it is necessary to increase the cable adjustment condition and adjust the cable force to the design value. E two shortest cable and the two longest cables of each pylon in the north side span are denoted by NS1 and NS20, respectively. E method of notation of stay cables of the south side span and midspan is the same as that on the north side. In order to meet the construction conditions and guarantee the load balance of the single-sided main pylon during the cable adjustment process, the cable adjustment scheme is designed as follows: firstly, the forces of the two stay cables on the north side span (NS1) are adjusted, and the forces of the two stay cables on the north midspan (NM1) are adjusted. E Beam 4 element (Beam 4 is three-dimensional elastic element) is adopted to simulate the main girder and pylon, and the Link 10 element (Link 10 is three-dimensional elastic bar element only considering tension and compression) is used for the stay cables [18, 27]. e materials’ constitution is set as linear elastic, and the influence of geometric nonlinearity and pile-soil interaction are taken into account. e elastic modulus of the stay cable varies with the change of the
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