Buffeting response analysis of long-span cable-stayed bridge under the measured downburst

XIN Yabing; LIU Zhiwen; SHAO Xudong

doi:10.7638/kqdlxxb-2018.0199

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Buffeting response analysis of long-span cable-stayed bridge under the measured downburst

更新时间：2026-05-28

- Buffeting response analysis of long-span cable-stayed bridge under the measured downburst
- Vol. 38, Issue 4, Pages: 705-714(2020)
- 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：
- 基金信息：
- DOI：10.7638/kqdlxxb-2018.0199
  CLC： U448.27
- Published：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

WILSON J W, ROBERTS R D, KESSINGER C, et al. Microburst wind structure and evaluation of doppler radar for airport wind shear detection[J]. Journal of Applied Meteorology, 1984, 23(6):898-915. doi:10.1175/1520-0450(1984)023

LETCHFORD C W, MANS C, CHAY M T. Thunderstorms-their importance in wind engineering (a case for the next generation wind tunnel)[J ] . Journal of Wind Engineering and Industrial Aerodynamics, 2002, 90: 1415-1433. doi: http://ecite.utas.edu.au/47831

EL-SAYED ABD-ELAAL, JULIE E M, XING M. Empirical models for predicting unsteady-state downburst wind speeds[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2014, 129:49-63. doi:10.1016/j.jweia.2014.03.011

QU W L, JI B F. Formation and diffusion of downburst and effect on transmission tower[M]. Beijing:Science Press, 2012. (in Chinese)

DU M Y, XIAO Y J, WU T. Identification of downbursts based on W SR-88D doppler weather radar images[J]. Meteorological Science and Technology, 2015, 43(3):368-372. (in Chinese)

FUJITA T T. Tornadoes and downbursts in the context of generalized planetary scales[J]. Journal of Atmospheric Sciences, 1981, 38:1511-1534. doi:10.1175/1520-0469(1981)038

FUJITA T T. The downburst: microburst and microburst[R]. SMRP Research Paper 210, University of Chicago, 1985.

EDMUND C C Choi. Field measurement and experimental study of wind speed profile during thunderstorms[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92:275-290.

STENGEL D, THIELE K. Measurements of downburst wind loading acting on an overhead transmission line in northern Germany[J]. Procedia Engineering, 2017, 199:3152-3157.

CHEN L, LETCHFORD C W. A deterministic-stochastic hybrid model of downbursts and its impact on a cantilevered structure[J]. Engineering Structures, 2004, 26(5):619-629.

SHEHATA A Y, EI DAMATTY A A, SAVORY E. Finite element modeling of transmission line under downburst wind loading[J]. Finite Elements in Analysis and Design, 2005, 42:71-89. doi:10.1016/j.finel.2005.05.005

TANG Z, LU L Y. Large eddy simulation of downburst wind load[J]. Acta Aerodynamica Sinica, 2011, 29(1):47-51. (in Chinese)

ZHAO Y, CAO S Y, TAMURA Y, et al. Simulation and wind tunnel test on wind load of downburst[J]. Journal of Vibration and Shock, 2009, 28(4):1-9. (in Chinese) doi:10.3969/j.issn.1000-3835.2009.04.001

PAN F, XIE F, XING Y L, et al. Wing-induced dynamic response of large steel tube frame for 1000 kV UHV transmission lines to thunderstorm downbursts[J]. ActaAerodynamica Sinica, 2012, 30(4):502-507. (in Chinese)

YANG F L, ZHANG H J, YANG J B, et al. Bearing capacity analysis and load values of transmission towers under thunderstorm downburst[J]. Proceedings of the CSEE, 2014, 34(24):4179-4186. (in Chinese) doi:10.13334/j.0258-8013.pcsee.2014.24.023

QU W L, JI B F, WANG J B. Numerical simulation of downburst wind loads based on modified OBV model[J]. Journal of Earthquake Engineering and Engineering Vibration, 2009, 29(1):146-152. (in Chinese)

HUANG G Q, SU Y W, PENG LL, et al. Response analysis of long-span suspension bridge under mountainous winds[J]. Journal of Southwest Jiaotong University, 2015, 50(4):610-616. (in Chinese) doi:10.3969/j.issn.0258-2724.2015.04.006

LIU Z W, DING D, JIA Y G, et al. Field measurement of wind-induced vibration responses of a large cable-stayed bridge during construction stages in mountainous terrain[J]. Journal of Hunan University:Natural Sciences, 2017, 44(1):16-22. (in Chinese) doi:10.16339/j.cnki.hdxbzkb.2017.01.003

XIN Y B, SHAO X D, LIU Z W, et al. Wind characteristics along the bridge axis measured at multi-pylon cable-stayed bridge site with high piers[J]. Journal of Hunan University:Natural Sciences, 2016, 43(11):103-111. (in Chinese) doi:10.16339/j.cnki.hdxbzkb.2016.11.015

HE X H, CHEN Z Q, LI C G, at al. Nonstationary wind characteristics analysis for wind-rain induced vibration of stay cables[J]. Journal of Vibration and Shock, 2011, 30(10):54-60. (in Chinese) doi:10.3969/j.issn.1000-3835.2011.10.012

SHEN J H, LI C X, LI J H. Extracting time-varying mean of the non-stationary wind speeds based on wavelet transform and EMD[J]. Journal of Vibration and Shock. 2008, 27(112):126-130. (in Chinese) doi:10.3969/j.issn.1000-3835.2008.12.028

FANG J. Study on non-stationary characteristics of wind-rain-induced vibration of stay cables based on wavelet analysis[D]. Changsha: School of Civil Engineering Central South University, 2010. (in Chinese)

XIN Y B, LIU Z W, SHAO X D, et al. Analysis of non-stationary and non-Gaussian feature of wind measured in mountainous terrain[J]. Journal of Vibration and Shock, 2018, 37(21):247-252. (in Chinese) doi:10.13465/j.cnki.jvs.2018.21.035

JTG/T 3360-01-2018. Wind-resistant design specifications for highway bridges[S]. 2018-11-19. (in Chinese)

AAS-JAKOBSENA K, STROMMEN E. Time domain buffeting response values of slender structures[J]. Journal of Wind Engineering Industrial Aerodynamics, 2001, 89(5):341-364.

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