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| 基于P-M谱的波浪荷载数值模拟及其对跨海斜拉桥的冲击响应规律研究 |
| Based on P-M Spectrum Numerical Simulation of Wave Load and Dynamic Responses of a Cross-sea Cable-Stayed Bridge |
| 投稿时间：2022-01-02 修订日期：2022-03-19 |
| DOI： |
| 中文关键词: 波浪荷载 海浪谱 数值波浪水槽 斜拉桥 动力响应 |
| 英文关键词:Wave loads Wave spectrum Numerical wave tank Cable-stayed bridge Dynamic response |
| 基金项目:湖南省自然科学基金资助项目(2021JJ30258、2015JJ3066)、国家自然科学基金资助项目(51408217) |
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| 中文摘要: |
| 针对深水桥梁在海洋中面对波浪的冲击问题，以某跨海斜拉桥为例，设定P-M谱为目标谱，依据Welch算法对海浪功率谱进行估计,基于以上理论采用fluent软件建立数值波浪水槽，根据重现期为10年、50年、100年分别计算对应的波高为6.4、7.2、9.6m的波浪力，并将波浪力导入斜拉桥进行动力响应计算。结果表明：(1) 斜拉桥所受横桥向波浪力远大于纵桥向波浪力，这是因为纵桥向波浪力是由横桥向波浪冲击桥梁出现绕射效应产生。(2) 随着波高的增大，斜拉桥的动力响应峰值逐渐增大，主跨跨中和塔顶动力响应峰值随波高的增长率最快，次边跨跨中动力响应峰值随波高的增长率次之、边跨跨中动力响应峰值随波高的增长率最缓慢。(3) 随着波浪荷载的增大，塔顶横向位移响应增幅显著，塔顶位移响应峰值最大达到0.0598m；基底剪力和弯矩时程响应随波浪荷载的增大而增大，同波高的波浪荷载作用时，桥塔塔底的剪力和弯矩响应大于边墩墩底的剪力和弯矩响应。相关研究对大跨度深水桥梁的设计和动力分析有一定的参考意义。 |
| 英文摘要: |
| According to the bridge subjected to wave loads in the ocean, a cross-sea cable-stayed bridge was taken as an example. Based on the P-M spectrum as the ideal wave spectrum, the numerical simulation of wave spectrum was estimated by Welch algorithm. Compared with the original P-M spectrum, it was shown that the simulation effect was good. The fitting error of the power spectrum estimation was 1.22%. In order to accurately analyze the wave loads, the numerical wave tank was established by fluent software, and the numerical waveform was well fitted with the theoretical waveform. Therefore, three different wave conditions are set respectively, and the dynamic response results such as displacement and acceleration of different parts for the bridge under wave impact were obtained. The comparative results show that the longitudinal wave forces of the cable-stayed bridge under wave loads were far less than the lateral wave forces. Because the longitudinal wave force was mainly caused by the diffraction effect of the lateral wave impact on the bridge. With the increase of wave height, the peak dynamic response of cable-stayed bridge gradually increased. The growth rate of peak dynamic response in the mid-span and tower top were the fastest, the growth rate of peak dynamic response in the secondary side span was the second, and the growth rate of peak dynamic response in the side span was the slowest. With the increase of wave load, the lateral displacement response of tower top increased significantly, and the maximum displacement response of tower top was 0.0598m. The time history responses of base shear and moment increased with the increase of wave load. Under the wave load of the same wave height, the time history responses of shear and moment at the bottom of tower were greater than those at the bottom of pier respectively. |
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