超高层建筑横风向位移响应峰值因子研究
引用文献：
王磊 张伟 陈凯 梁枢果 范玉辉. 超高层建筑横风向位移响应峰值因子研究[J]. 建筑结构，2022，48（14）：103-108.
WANG Lei ZHANG Wei CHEN Kai LIANG Shuguo FAN Yuhui. Study on the peak factor of crosswind displacement response of super high-rise building[J]. Building Structure，2022,48（14）：103-108.
摘要：为了研究超高层建筑横风向位移响应峰值因子的计算方法和变化规律，进行了一系列的多自由度气弹模型风洞试验，测量了横风向位移响应时程。简要分析了横风向位移响应时程的概率特性，验证了响应时程满足经典极值分布。继而以经典极值理论结果为基准，检验了峰值因子法、改进的峰值因子法和全时程方法对峰值因子的计算精度。结果表明，在小折算风速下，基于高斯假定的峰值因子法和全时程方法的计算结果有较大误差；而在折算风速较大时，几种方法的计算结果差别不大。整体来看，改进的峰值因子法与经典极值理论的计算结果更为相近，在实际工程中可以采用改进的峰值因子法来计算超高层建筑横风向位移响应的峰值因子。改进的峰值因子法的计算结果表明，超高层建筑横风向位移响应峰值因子随折算风速的增大大致呈“先减小后增大”的趋势，此外，结构阻尼比和结构质量也会影响峰值因子的大小。最终，将横风向位移响应峰值因子视为折算风速的函数，提出了一个初步的经验公式，供后续研究参考。
关键词：超高层建筑；多自由度气弹模型；风洞试验；峰值因子；横风向位移响应
基金：建筑安全与环境国家重点实验室暨国家建筑工程技术研究中心开放课题基金(BSBE2020-5)；国家自然科学基金(51708186)。
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[16] 王磊，蔺新艳，梁枢果，等.超高层建筑涡激振动不稳定现象分析[J].振动与冲击，2018,37(12):53-59.
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[4] KWON D K,KAREEM A.Peak factors for Non-Gaussian load effects revisited[J].Journal of Structural Engineering,2011,137(12):1611-1619.
[5] 全涌，顾明，陈斌，等.非高斯风压的极值计算方法[J].力学学报，2010,42(3):560-566.
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[7] 林巍，楼文娟，申屠团兵，等.高层建筑脉动风压的非高斯峰值因子方法[J].浙江大学学报(工学版),2012,46(4):691-697.
[8] 张敏，楼文娟.矩形建筑双幕墙结构风压脉动的非高斯性及峰值因子[J].四川大学学报(工程科学版),2009,41(5):75-81.
[9] 田玉基，杨庆山.非高斯风压时程峰值因子的简化计算公式[J].建筑结构学报，2015,36(3):20-28.
[10] 刘新，田玉基.围护结构非高斯风压时程的峰值因子[J].北京交通大学学报，2013,37(4):128-133.
[11] 叶继红，孙虎跃.大跨屋盖表面局部体型系数和峰值风压研究[J].建筑结构学报，2018,39(10):11-20.
[12] 庄翔，董欣，郑毅敏，等.矩形高层建筑非高斯风压时程峰值因子计算方法[J].工程力学，2017,34(7):177-185,223.
[13] 李寿科，李寿英，陈政清，等.围护结构非高斯风压极值估计的改进Hermite峰值因子法[J].建筑结构学报，2015,36(4):112-118.
[14] 张建胜，武岳，沈世钊.结构风振极值分析中的峰值因子取值探讨[J].铁道科学与工程学报，2007,4(1):28-32.
[15] 王磊，梁枢果，邹良浩，等.超高层建筑多自由度气弹模型的优势及制作方法[J].振动与冲击，2014,33(17):24-29,67.
[16] 王磊，蔺新艳，梁枢果，等.超高层建筑涡激振动不稳定现象分析[J].振动与冲击，2018,37(12):53-59.
Study on the peak factor of crosswind displacement response of super high-rise building
Abstract: In order to study the calculation method and change characteristic of the peak factor of crosswind displacement response of super high-rise building, a series of wind tunnel tests of multiple degrees-of-freedom aeroelastic models were carried out, and crosswind displacement response time history of the model was measured. The probability characteristic of crosswind displacement response time history was analyzed briefly, and it was proved that the response time history satisfies the classical extremum distribution. Then, based on the results of classical extreme value theory, the calculation accuracy of peak factor corresponding to peak factor method, improved peak factor method and full-time-history method was compared. The results show that the peak factor method and the full-time-history method based on the gauss assumption have large errors under the small reduced wind speed, but the difference between these methods is not obvious when the reduced wind speed is relatively large. The calculation result of improved peak factor method is most close to the extreme value theory, so the improved peak factor method can be used to calculate the peak factor of crosswind displacement response of super high-rise building in actual engineering. The calculation results of improved peak factor method show that the peak factor of crosswind displacement response of super high-rise building is varied with reduced wind speed significantly, showing a trend of "decrease first and increase later", what's more, the structural damping ratio and structural quality will also influence the value of peak factor. Finally, the peak factor of crosswind displacement response is regarded as a function of reduced wind speed, and a simplified empirical formula was proposed, which can provide reference for future research.
Keywords: super high-rise building; multiple degrees-of-freedom aeroelastic model; wind tunnel test; peak factor; crosswind displacement response
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