考虑流固耦合的变截面圆柱壳钢塔风振分析

为了明确变截面圆柱壳钢塔的风振响应规律，基于流固耦合理论建立有限元计算模型，采用自回归模型(autoregressive model, AR)法对不同重现期基本风压对应的脉动风速进行了模拟，成功利用数值风洞方法计算了变截面圆柱壳钢塔在脉动风作用下的动力响应，并通过现场风振监测对数值结果的可靠性进行了验证。结果表明：在脉动风作用下，位移响应幅值沿着高度方向逐渐增大，风速越大，结构的位移响应越大，其中50年与100年重现期风速作用下结构响应差别较小，总体上没有超过结构的位移限值。应力沿高度方向逐渐减小，且在变截面位置存在应力突变的现象。风速越大，应力越大，沿着高度方向应力的差别越来越小，其中50年与100年重现期风速作用下超过脱硫塔在工作温度下的材料许用应力值(113 MPa)。因此，对于该类钢塔的抗风性能评估，底部和变截面处以应力控制为主，顶部以位移控制为主。

Wind-induced Vibration Analysis of Variable Cross-section Cylindrical Shell Steel Tower Considering Fluid Structure Coupling

In order to clarify the wind-induced vibration response law of variable cross-section cylindrical shell steel tower, a finite element calculation model based on fluid-structure coupling theory was established. The fluctuating wind speed corresponding to the basic wind pressure in different return periods was simulated by AR autoregressive model method. The numerical wind tunnel method was successfully used to calculate the dynamic response of variable cross-section cylindrical shell steel tower under the fluctuating wind. At the same time, the reliability of the numerical results was verified by field wind vibration monitoring. The results show that the displacement response amplitude gradually increases along the height direction under the action of fluctuating wind. The greater the wind speed, the greater the displacement response of the structure. However, the difference between the structural response under the wind speed of 50-year and 100-year return period is not very large, but it does not exceed the displacement limit of the structure on the whole. The stress decreases gradually along the height direction, and there is a sudden change of stress at the position of the variable section. The greater the wind speed is, the greater the stress is, and the difference of stress along the height direction is smaller and smaller. Under the action of wind speed in 50-year and 100-year return period, the allowable material stress value of desulfurization tower under working temperature exceeds 113 MPa. Therefore, for the evaluation of wind resistance performance of this kind of steel tower, stress control is mainly used at the bottom and variable section, and displacement control is mainly used at the top.