作　　者： ; (侯向煜）;

机构地区： 东南大学建筑设计研究院

出　　处： 《工业建筑》 2013年第S1期138-142,226,共6页

摘　　要： 针对我国《建筑结构荷载规范》中风振系数基于准定常理论和一阶线性振型假定存在的问题,以及大跨度屋盖、低矮房屋和类圆柱形断面结构由于自身形状引起的特征湍流和漩涡脱落导致其表面脉动风压分布呈现出的非高斯现象,以Davenport提出的阵风荷载因子法(GLF)为理论基础,通过风洞刚体测压试验获取结构表面的非定常气动力参数,引入参数ρ这一修正项来考虑局部测点风压系数和整体阻力系数之间的相关性;为避开GLF法基于高斯分布的假定提出基于保证率的逐步迭代法来计算峰值因子g;引入虚拟激励法这一高效计算手段,采用振型叠加法计算结构响应的均方根,然后采用给出的计算公式得到满足工程保证率的风振系数值。最后通过某大跨度结构的不同方法计算结果和精确解的对比验证了该方法的可靠性和优越性。这一方法可为建筑结构抗风设计、防灾分析提供借鉴。 To aim at that the wind vibration coefficient defined by‘load code for the design of building structures’has the problems caused by the assumptions of quasi-steady theory and linear first-order mode,and large span roof,lowrise building and cylindrical section have the non-gaussian phenomenon due to their votex shed and characteristic turbulence.Based on the gust load factor theory proposed by Davenport,the non-steady aerodynamic force parameters can be gained through the rigid model wind pressure measured wind tunnel test,the correction term parameter ρ was proposed to consider the relativity of local and whole drag force coefficient;the peak factor g was calculated through the step iterative method based on fraction to avoid the gaussian assumption;the mean square root was calculated using pseudo-excitation method and superposition method,considering the coupling effects between modes,finally the wind vibration coefficient was calculated with the formula given in the article.The conclusions contribute to the windresistance design and disaster prevention analysis of building structures.

关 键 词： 风振系数 法 相关性 峰值因子 随机理论

领　　域： [建筑科学]