大跨度双筒网壳结构的风振响应分析

蔡春毅; 王孟鸿; 禹豪

doi:10.13206/j.gjgS23090802

大跨度双筒网壳结构的风振响应分析

doi: 10.13206/j.gjgS23090802

1. 北京建筑大学土木与交通工程学院, 北京 100044;
2. 北京化工大学国有资产与实验室安全管理处, 北京 100044

详细信息

作者简介:
蔡春毅,男,1999出生,硕士研究生,主要从事大跨网架结构风工程研究,caichunyi0119@163.com。

通讯作者:
禹豪,主要从事钢结构风振响应研究,1165558771@qq.com。

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出版历程
- 收稿日期: 2023-09-08
- 网络出版日期: 2024-09-19

Wind-Induced Vibration Response Analysis of Large-Span Double-Tube Reticulated Shell Structure

1. School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing 100044, China;
2. Beijing University of Chemical Technology State-owned Assets and Laboratory Safety Administration, Beijing 100044, China

摘要

摘要: 以河南省某干煤棚大跨双筒网壳结构为研究对象，通过大涡模拟和结构响应计算，研究大跨双筒网壳结构抗风性能及风致破坏风速。大跨度空间结构作为柔性体系对风荷载的作用比较敏感，容易受到非平稳强风的影响而发生振动，导致结构发生破坏甚至倒塌。故通过模拟生成非平稳脉动风对大跨空间结构进行风振响应分析，为结构抗风措施研究提供依据。首先，通过依据干煤棚的实际工程参数对结构进行建模，采用ANSYS ICEM CFD和SAP 2000软件，采用选取非结构化网格进行网格划分，同时为确保模拟精度将入流面分为9个区域，用MATLAB软件结合谐波叠加法并使用通过快速傅里叶变换（FFT）模拟得到非平稳脉动风，叠加时变平均风后得到入流面区域的非平稳强风。其次，利用FLUENT模拟结构在平均风压下5个不同风向角的风压分布，得到建筑表面的风压值，从而确定出使结构破坏的最不利风向角，在SAP 2000中通过非线性静力弹塑性分析（Pushover法）结构变形情况并结合其风压分布综合确定结构关键区域。最后，利用大涡模拟法（LES）模拟最不利风向角下非平稳强风作用在结构的情况，通过获取关键区域内关键节点的风压时程进一步计算得到节点风荷载时程。对风振响应等数据进行分析确定结构破坏情况，研究其抗风极限承载力，从而获得使结构破坏的抗风极限风速。将模拟结果与结构实际破坏情况进行对比，发现破坏情况相同，认为表明本文模型的模拟是可靠的。经模拟结果确定，90°为大跨双筒网壳结构最不利风向角，结构中部区域为最不利位置，通过对位移时程的分析，确定结构y方向上的水平位移是导致结构破坏的关键;在瞬时风速达到80 m/s的情况下结构达到抗风极限承载力。
- 非平稳脉动风的模拟 /
- 风振响应 /
- 大涡模拟法
Abstract: In this paper, the wind-resistant performance and wind-damaging wind speed of a large-span double-cylinder mesh shell structure of a dry coal shed in Henan Province are investigated by means of large-vortex simulation and structural response calculation. As a flexible system, the large-span space structure is sensitive to the wind load, and it is easily affected by the unsteady strong wind and vibration, which leads to the damage or even collapse of the structure. Therefore, it is necessary to analyze the wind vibration response of the large-span space structure by simulating the generation of unsteady pulsating wind to provide a basis for the study of structural wind-resistant measures. Firstly, the structure is modeled by ANSYS ICEM CFD and SAP 2000 software based on the actual engineering parameters of the dry coal shed, and the unstructured mesh is used for mesh delineation, while the inlet surface is divided into 9 regions to ensure the simulation accuracy. MATLAB software combined with harmonic superposition method and Fast Fourier Transform (FFT) simulation to get the non-stationary pulsating wind, superimposed with the time-varying mean wind will get the non-stationary strong wind in the inlet surface area. Secondly, FLUENT is used to simulate the wind pressure distribution of the structure at five different wind angles under the mean wind pressure and to obtain the wind pressure values on the building surface, so as to determine the most unfavorable wind angle that will cause damage to the structure. The deformation of the structure is analyzed by nonlinear static elastic-plastic analysis (Pushover method) in SAP 2000 and the wind pressure distribution is combined to determine the critical areas of the structure. Finally, the LES vortex simulation method is used to simulate the unsteady strong wind acting on the structure under the most unfavorable wind angle, and the node wind load times are further calculated by obtaining the wind pressure times in the key nodes in the key area. The wind vibration response and other data are analyzed to determine the damage of the structure, and the ultimate wind load capacity is studied to obtain the ultimate wind speed that will damage the structure. Comparison of the simulation results with the actual damage of the structure reveals that the damage is the same, and the model simulation in this paper is considered to be reliable. After the simulation results, it is determined that the 90° angle is the most unfavorable wind angle for the large-span double-cylinder mesh shell structure, and the central region of the structure is the most unfavorable location, and it is determined that the horizontal displacement in the y-direction of the structure is the key to the damage of the structure through the analysis of the displacement time course. The structure reaches the ultimate wind load bearing capacity under the condition of 80 m/s instantaneous wind speed.
- simulation of unsteady pulsating winds /
- wind vibration response /
- large eddy simulation method

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参考文献(12)

[1]	Thordal M S, Bennetsen J C. Review for practical application of CFD for the determination of wind load on high-rise buildings[J].Journal of Wind Engineering and Industrial Aerodynamics, 2019,186:155-168.Blocken B. 50 years of computational wind engineering:past,present and future[J]. Journal of Wind Engineering and IndustrialAerodynamics, 2014, 129:69-102.
[3]	周晅毅,祖公博,顾明. TTU标准模型表面风压大涡模拟及风洞试验的对比研究[J].工程力学,2016,33(2):104-110.
[4]	孙海,陈伟,陈隽.强风环境非平稳风速模型及应用[J].防灾减灾工程学报,2006(1):52-57.
[5]	Davenport A G. The relationship of wind structure to wind loading[J]. Journal of Wind Engineering and Industrial Aerodynamics,1983,13(1/2/3):3-27.
[6]	潘永兵.小波非平稳风速模型及实测验证[D].重庆:重庆交通大学,2017.
[7]	Priestley M B. Power spectral analysis of non-stationary random processes[J]. Journal of Sound and Vibration, 1967, 6(1):86-97.
[8]	李锦华,李春祥,申建红.非平稳脉动风速的数值模拟[J].振动与冲击,2009,28(1):18-23 ,192.
[9]	Deodatis G, Shinozuka M. Auto-regressive model for non-stationary stochastic process[J]. Journal of Structural Engineering, 1988,114(11):1995-2012.
[10]	Deodatis G. Non-stationary stochastic vector processes:seismicground motion applications[J]. Probabilistic Engineering Mechanics, 1996, 11(3):149-168.
[11]	王世方.复杂空间网架结构数值风洞分析研究[D].北京:北京建筑大学,2022.
[12]	白泽升.非平稳强风激励下大跨网架结构风振响应分析[D].北京:北京建筑大学,2022.
[13]	李超. STADS软件与FLUENT风压计算软件接口的设计与开发[D].北京:北京建筑大学,2020.