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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 the wind tunnel test of the new terminal structure of Xingdong in Nantong, the overall wind pressure distribution of the long-span roof structure of the terminal and the wind pressure distribution characteristics of the important zoning are studied. Based on the wind tunnel test, according to the contribution of strain energy of each mode, the order of calculation in the frequency domain of wind-induced vibration response is determined, and the wind-induced vibration response of frequency domain is analyzed. The wind-induced vibration response of the structure is compared analysis. The results show that the 0 ° wind direction angle is the most unfavorable wind direction angle of the roof structure, and the local wind suction at both ends of the eaves in the windward area will have a larger average wind pressure coefficient of about 1.7. The average wind pressure coefficient Is negative, the wind suction reaches the maximum near 0 ° and 180 ° wind direction angle, and the maximum wind suction force in the eaves area is larger than that in the middle of the roof. The main contribution modal is determined through the contributions of modal strain energy, It is feasible to include the first m-order modal of all the major contribution modalities as the truncated modal. The maximum wind-induced vibration coefficient of each sub-area in the eaves of the roof is obviously larger than that in the middle of the roof.