实测下击暴流作用下大跨斜拉桥抖振响应分析

辛亚兵; 刘志文; 邵旭东

doi:10.7638/kqdlxxb-2018.0199

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实测下击暴流作用下大跨斜拉桥抖振响应分析

研究论文 | 更新时间：2026-05-28

- 实测下击暴流作用下大跨斜拉桥抖振响应分析
- Buffeting response analysis of long-span cable-stayed bridge under the measured downburst
- 空气动力学学报 2020年38卷第4期页码：705-714
- 作者机构：
  
  1. 湖南大学风工程与桥梁工程湖南省重点实验室,长沙,410082
  2. 湖南建工集团有限公司,长沙,410004
  3. 湖南大学土木工程学院,长沙,410082
- 作者简介：
  
  辛亚兵(1980-), 男, 湖北安陆人, 工学博士, 高级工程师, 研究方向:桥梁结构风致振动与控制.E-mail:xinyabing@sohu.com
  刘志文(1975-), 男, 山西阳高人, 工学博士, 副教授, 研究方向:桥梁结构风致振动与控制.E-mail:zhiwenliu@hnu.edu.cn
- 基金信息：
  
  国家自然科学基金（51478180）
- DOI：10.7638/kqdlxxb-2018.0199
  中图分类号： U448.27
- 纸质出版：2020
- 稿件说明：
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辛亚兵, 刘志文, 邵旭东. 实测下击暴流作用下大跨斜拉桥抖振响应分析[J]. 空气动力学学报, 2020, 38(4): 705-714.

XIN Yabing, LIU Zhiwen, SHAO Xudong. Buffeting response analysis of long-span cable-stayed bridge under the measured downburst[J]. 2020, 38(4): 705-714.
辛亚兵, 刘志文, 邵旭东. 实测下击暴流作用下大跨斜拉桥抖振响应分析[J]. 空气动力学学报, 2020, 38(4): 705-714. DOI： 10.7638/kqdlxxb-2018.0199.

XIN Yabing, LIU Zhiwen, SHAO Xudong. Buffeting response analysis of long-span cable-stayed bridge under the measured downburst[J]. 2020, 38(4): 705-714. DOI： 10.7638/kqdlxxb-2018.0199.

摘要

为研究大跨斜拉桥在下击暴流作用下的抖振响应，以赤石大桥桥址处实测下击暴流风时程数据为基础，采用小波变换法提取下击暴流时变平均风速，得到随时间变化的调制函数，以Kaimal谱为目标谱，采用谐波叠加法模拟桥址区脉动风速并加以调制，实现了桥址区下击暴流风时程模拟。在此基础上，分别进行下击暴流风场和大气边界层风场作用下的大跨度斜拉桥施工状态静风响应和非线性时域抖振响应计算。结果表明：模拟下击暴流风速时程与实测下击暴流风速时程吻合较好。下击暴流风场模拟脉动风时变功率谱的幅值明显大于大气边界层B类风场模拟脉动风时变功率谱幅值。当桥面高度处下击暴流风与大气边界层风速相同时，考虑下击暴流时变平均风效应计算得到的桥梁主梁梁端静风效应的最大值，约为采用10 min常值平均风计算的桥梁主梁梁端静风效应最大值的1.20倍左右；下击暴流风作用下桥梁主梁梁端、桥塔塔顶抖振响应均方根（RMS）值分别比大气边界层风场作用下的计算值大，最大比值约为2.8。

Abstract

In order to study the buffeting response of long-span cable-stayed bridges under downburst

based on the measured downburst wind speed at Chishi Bridge site

the time-varying mean wind speed of downburst was extracted by wavelet transform method

and the modulation function with time was obtained. The Kaimal spectrum was taken as the target spectrum

and the turbulence wind speed at the bridge site was simulated by harmonic superposition method. The simulated fluctuation wind speed was modulated and the time history of the simulated downburst wind speed was obtained. On this basis

the static wind response and nonlinear buffeting response of the long-span cable-stayed bridge in construction condition under downburst wind field and atmospheric boundary layer (ABL) wind field were calculated respectively. The results show that the wind speed of downburst at bridge site is abrupt. The time history of wind speed of the simulated downburst is in good agreement with the measured wind speed. The time-varying power spectrum amplitude of simulated fluctuation wind under downburst wind field is obviously larger than that of simulated fluctuation wind under ABL wind field. When downburst wind at bridge deck height is the same as atmospheric boundary layer wind speed

and considering the time-varying mean wind effect of downburst

the maximum value of the static wind effect of bridge girder end is about 1.20 times ofthat of the static wind effect of bridge girder end calculated by the 10-minute mean wind speed; the RMS values of buffeting responses of bridge girder end and tower top under downburst wind are respectively larger than that of buffeting responses of bridge girder end and tower top under ABL wind field

and the maximum ratio is about 2.8.

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references

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