Broken cable-induced dynamic response of long-span concrete cable stayed bridge during construction
ZHANG Yu1, FANG Zhi1,2, LU Jiangbo3, XIANG Yu4, LONG Haibin3
1.College of Civil Engineering, Hunan University, Changsha 410082, China;
2.Hunan Provincial Key Lab for Wind and Bridge Engineering, Changsha 410082, China;
3.Hunan Provincial Communications Planning, Survey & Design Institute Co., Ltd., Changsha 410008, China;
4.Department of Civil and Environmental Engineering, Hong Kong Polytechnic University, Hong Kong, China
Abstract：To study the dynamic response of a long-span cable-stayed bridge to cable loss during construction, the structural behavior of the Chishi Bridge subjected to nine-cable loss caused by a fire accident was investigated in detail by dynamic nonlinear finite element simulation. The cable tension, and the displacements and damage state in the girder and pylon were measured to verify the finite element model. A comprehensive numerical study was then conducted to analyze the dynamic behavior of the cable-stayed bridge throughout the multiple-cable loss process. The results showed that: (1) the obvious change in the internal force of structure occur in only the remaining cables and part of girder within and around the cable loss area when the cable statically broken, whereas the dynamic loss of a cable cause significant responses on the entire bridge structure; (2) the loss of nine cables in the local area cause the combined action of torsion and biaxial bending in the girder, and result in dense distribution of diagonal cracks in the top slab and box girder webs, the concrete cracking may occur after the loss of five cables; (3) the dynamic amplification factors (DAF) of the maximum torque, longitudinal and transverse bending moment of girder during the accident are 1.09-1.55, 1.21-2.05 and 1.21-1.76, respectively, the DAF of maximum principal compressive stress is ranged from 1.02 to 1.58; (4) the DAF of the tensile stresses in the prestressed tendons and remaining cables are 1-1.9 and 1.05-1.4, respectively; (5) the DAF of the longitudinal displacement of the pylon top is ranged from 1.23 to 1.65.
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