摘要
基于南通兴东新建航站楼结构风洞试验,对该航站楼大跨屋盖结构的整体风压分布以及重要分区的风压分布特性进行研究。并且在风洞试验的基础上,根据各阶振型应变能贡献大小,确定风振响应频域内的计算阶数,进行频域法风振响应分析,并对结构的位移响应风振系数进行对比分析。研究表明:0°风向角为屋盖结构的最不利风向角,迎风区屋檐两端会产生较大的局部风吸力,平均风压系数绝对值达到1.7左右;屋盖中间区域平均风压系数均为负值,风吸力在0°和180°风向角附近达到最大,挑檐区域的风吸力最大值要大于屋盖中间区域;通过各阶模态应变能贡献量确定主要贡献模态,进而选定包括所有主要贡献模态的前m阶模态作为截断模态的方法是可行的;屋盖挑檐区域各分区的最大风振系数要明显大于屋盖中间区域。
Based on wind tunnel test for a new airport terminal of Nantong Xingdong airport,the wind pressure distribution of the whole roof and some key locations of a new terminal were studied.And on the basis of wind tunnel tests,the energy contribution of each vibration mode was used to determine the order of wind-induced dynamic response calculation in the frequency domain,the paper analyzed the wind-induced dynamic response and compared the displacement wind vibration with the frequency domain analysis method of the random vibration theory.The results showed that 0° wind direction was the most disadvantageous wind direction of the roof structure,and local wind suction was larger at the both sides of the eave whose absolute value of wind pressure coefficient was about 1.7.In addition,the mean wind pressure coefficients in the intermediate roof area were negative,and wind suction could reach to the maximum at the 0° and 180° wind direction.It should be noted that wind suction on the cornice area was larger than that on the intermediate area.Using the energy contribution of each vibration mode to select the frequency of the first m ranks as the dominant contribution modes was reliable and feasible.At last,the maximal wind vibration coefficient on each partition of cornice roof area is significantly greater than that on the intermediate region.
出处
《工业建筑》
CSCD
北大核心
2017年第11期148-154,共7页
Industrial Construction
关键词
大跨屋盖
风洞试验
风压分布
风振系数
long-span roof
wind tunnel test
wind pressure distribution
wind vibration coefficient
