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自五十年代以来,世界各国(例如苏联、法国、加拿大等)风荷载规范中的风振条文,各次风工程国际会议上交流的有关风振论文以及各国学者在这方面发表的专著,几乎都以随机振动理论作为研究风振的前提,并不断向深度发展。早年采用的风振系数β(z)=1+ξκm(ξ为风振动力系数,κ_m为脉动系数,z为离地面高度),在理论上仅适于单自由度体系,有一定的局限性,由此得出在结构底部大,顶部小的β(z)计算值,与实际情况并不符合。近期国内外大部分论著已拚弃这种分析,而采用按多自由度或无限自由度体系,通过振型分
Since the 1950s, wind-vibration articles in the wind load regulations of various countries (such as the Soviet Union, France, Canada, etc.), wind-vibration papers exchanged at various international conferences of sub-wind projects, and monographs published by scholars of various countries in this area have been almost Random vibration theory is used as a precondition for studying wind vibration, and it continues to develop in depth. The wind vibration coefficient β(z) = 1 + ξκm used in the early years (ξ is the wind vibration coefficient, κ_m is the pulsation coefficient, and z is the height from the ground). Theoretically, it is only suitable for single-degree-of-freedom systems and has certain limitations. This results in a small calculated value of β(z) at the bottom of the structure, which is not consistent with the actual situation. Most of the recent domestic and foreign studies have abandoned this analysis, and adopted the multi-degree-of-freedom or infinite-degree-of-freedom system to pass the vibration model.