在考虑了风向角和水平脉动风速谱对结构响应计算结果影响的前提下，采用完全二次型组合法( CQC 法) 对实际大跨弦支穹顶屋盖结构进行了风振响应的频域分析，得到了不同风向角下该弦支穹顶屋盖结构的风振系数，分析了参振模态数目对结构响应计算结果的影响，并将其他4 种脉动风速谱与常用Daveport 谱的风振响应计算结果进行了对比．分析结果表明: 结构不同区域的最敏感风向角不同，结构中心部位对45°风向角最为敏感，除中心和悬挑部位以外的其他部位对0°风向角最为敏感; 所有区域对90°风向角最不敏感; 结构的内力风振系数总体上较位移风振系数分布均匀; 参振模态数对该实际结构响应计算结果的影响较为明显，因此建议选取的参振模态数不小于100．另外，Harris谱不适合用于该结构风振响应的频域分析．

In view of the influences of the wind direction and the horizontal fluctuating wind speed spectrum on the computational results of structural response,the complete quadratic combination( CQC) method is used to conduct the frequency domain analysis for the wind-induced vibration response of a practical long-span suspended dome roof structure,thus obtaining the wind vibration coefficients of the suspended dome in different wind directions. Then,the effect of the number of the vibration modes on the computational results of the structural response is investigated,and the computational results of the wind-induced vibration response for Davenport’s wind speed spectrum and other four spectrums are compared. The results of the analyses show that ( 1) the most sensitive wind directions of different parts of the structure are different,specifically,it is 45° for the center part of the structure and 0° for the remaining area except the cantilever part; ( 2) all parts of the structure are least sensitive to the wind direction of 90°; ( 3) the distribution of the wind-induced vibration coefficient of the internal force is more uniform than that of the displacement; and ( 4) the number of the vibration modes obviously affects the computational results of the practical structure response and it is,therefore,suggested to be more than 100. In addition,Harris’s wind speed spectrum is not suitable for the frequency domain analysis of the wind-induced vibration response of the long-span structure.