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Bearing Capacity Evaluation of Extradosed Cable-stayed Bridge with Double Towers Based on Load Tests(PDF)


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Bearing Capacity Evaluation of Extradosed Cable-stayed Bridge with Double Towers Based on Load Tests
LYU Liang1 JIA Yi1 JI Yun-tao2 ZHAO Ren-da1
(1. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, Sichuan, China; 2. Yunnan Research Institute of Highway Science and Technology, Kunming 650000, Yunnan, China)
extradosed cable-stayed bridge load test load efficiency ratio structural verification coefficient impact coefficient vibration modal bearing capacity evaluation
Bearing capacity and actual working conditions of a extradosed cable-stayed bridge with double towers were evaluated. Structural stain and displacement of control sections as well as cable force increments of typical stay cables under various cases were tested by static test. Dynamic stain response and impact coefficient of the bridge were tested by barrier-free and disabled running tests. Vibration modal parameters such as natural vibration frequency and damping ratio were tested by ambient excitation method. Testing results above were compared with finite element calculation results. The results show that strain verification coefficient is between 0.34 and 0.94. Displacement verification coefficient is between 0.58 and 0.94. Verification coefficient of cable force increment for stay cables is between 0.72 and 0.78. Various verification coefficients are less than 1.0 which is upper limit value in related specification. Strength and rigidity of the whole structure both have a certain security. The maximum relative surplus strain and displacement are respectively 17.2% and 17.3%, which are both less than 20% that is upper limit value in related specification. All above demonstrate that the bridge is approximately under elastic working conditions. The maximum structural impact coefficient is 0.79 when disabled vehicle speed is 20 km·h-1. Local damage of bridge deck layers has a disadvantage influence on actual working conditions, which is must be noticed. The first order free vibration mode is dominated by vertical vibration. Measured value of free vibration frequency is greater than calculated value. Actual rigidity of the structure is preferable.


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Last Update: 2019-05-23