某百米级高层隔震结构风致效应研究  

Study on wind-induced effect of a 100 m level seismically isolated high-rise structure

作　　者：谭佳俊 谭平[1,2] 吴玖荣[1,3] 冯德民 TAN Jiajun;TAN Ping;WU Jiurong;FENG Demin(School of Civil Engineering,Guangzhou University,Guangzhou 510006,Guangdong,China;Key Laboratory of Earthquake Resistance Earthquake Mitigation and Structural Safety of Ministry of Education,Guangzhou University,Guangzhou 510006,Guangdong,China;Research Center for Wind Engineering and Engineering Vibration,Guangzhou University,Guangzhou 510006,Guangdong,China;Technology Department Division of Fujita,Atsugi 243-0125,Kanagawa,Japan)

机构地区：[1]广州大学土木工程学院,广东广州510006 [2]广州大学工程抗震减震与结构安全教育部重点实验室,广东广州510006 [3]广州大学风工程与工程振动研究中心,广东广州510006 [4]藤田技术研究中心,神奈川厚木243-0125

出　　处：《建筑科学与工程学报》2023年第2期97-104,共8页Journal of Architecture and Civil Engineering

基　　金：国家重点研发计划项目(2019YFE0112500);国家自然科学基金项目(51978185);教育部创新团队发展计划项目(IRT13057)。

摘　　要：现行规范采用静力设计的方法可能对高层隔震结构的风致效应考虑不足,为此深入研究了高层隔震结构抗风设计与风致效应,结合现行规范提出高层隔震结构风致效应分析框架,并针对中国某百米级实际工程隔震结构展开风致效应的分析与评估。结果表明:现行规范采用等效静力的计算方式低估了高层隔震结构实际所受的脉动风作用,通过风荷载时程分析发现,隔震层X、Y向的水平剪力相比风荷载标准值作用分别增加了23.8%和27.7%,但从设计的角度出发,现行规范取1.4的分项系数能满足隔震层抗风稳定性的要求;在10年一遇风荷载作用下,高层隔震结构顶部存在舒适度的问题,最大风振加速度达到16.2 cm·m^(-2),超出规范限值8%;在1年一遇风荷载作用下,高层隔震结构顶部的最大风振加速度达到7.6 cm·m^(-2),其居住舒适性更难以满足,高层隔震结构的舒适度问题在今后的抗风设计中应予以重视;提出的分析框架能较系统和全面地反映高层隔震结构风致效应,可为现行规范提供理论参考依据。The static design method adopted in the current code may not consider the wind-induced effect of seismically isolated high-rise structure enough.Therefore,the wind resistant design and wind-induced effect of seismically isolated high-rise structure were deeply studied,the wind-induced effect analysis framework of seismically isolated high-rise structure combined with the current code was put forward,and the analysis and evaluation of wind-induced effect for a seismically isolated structure of 100 m level practical engineering was carried out.The results show that the code underestimates the fluctuating wind action on the seismically isolated high-rise structure by using the equivalent static method.Through the time history analysis of wind load,it is found that the horizontal shear force in X and Y directions of the seismic isolation increases by 23.8%and 27.7%respectively compared with the standard value of wind load,but from the point of view of design,the partial coefficient of 1.4 in the current code can meet the requirements of wind resistance stability of the seismic isolation.Under the 10-year wind load,there is a problem of comfort on the top of seismically isolated high-rise structure,and the maximum wind-induced acceleration reaches 16.2 cm·s^(-2),exceeding the limit of the code by 8%.Under the once-in-a-year wind load,the maximum wind-induced acceleration on the top of the seismically isolated high-rise structure reaches 7.6 cm·s^(-2),which is more difficult to meet the living comfort and the comfort of the seismically isolated high-rise structure should be paid attention to in the wind resistance design in the future.The proposed analysis framework can systematically and comprehensively reflect the wind-induced effect of seismically isolated high-rise structures,and can provide a theoretical reference for the current code.

关 键 词：高层隔震结构 抗风设计 风致效应 抗风稳定性 风振舒适度 数值模拟 

分 类 号：TU352.1[建筑科学—结构工程]