考虑桩-土-结构相互作用的输电塔-线体系风振响应及减振控制

为研究风荷载作用下考虑土与结构相互作用(soil-structure interaction, SSI)对输电塔-线体系的动力响应与减振控制的影响。根据实际工程，建立输电塔-线体系模型和桩-土-输电塔-线体系模型，然后分别对软土条件下考虑SSI效应的输电塔-线体系和刚性地基的输电塔-线体系进行风振响应分析。将多个粘滞阻尼器安装在考虑SSI效应的输电塔上，对输电塔风致振动进行控制。研究结果表明：考虑SSI效应后，输电塔的位移响应明显增大，其中塔身代表节点的位移最大值、均方根值分别增大64.73%、79.09%,塔身和塔腿的轴力响应减小。阻尼系数相同时，速度指数为0.3的阻尼器对输电塔风振控制效果最好。速度指数相同时，阻尼系数越大塔顶位移响应和塔身单元的轴力响应越小。速度指数为0.3,阻尼系数低于30 000 kN·(s/m)^0.3时，不同阻尼系数的阻尼器对塔顶节点的位移控制效果差距明显，阻尼系数小于15 000 kN·(s/m)^0.3时，不同阻尼系数的阻尼器对塔身单元的轴力控制效果差距明显。

Wind Vibration Response and Vibration Reduction Control of Transmission Tower-Line System Considering Pile-Soil-Structure Interaction

In order to study the influence of soil-structure interaction (SSI) on the dynamic response and vibration reduction control of transmission tower-line system under wind load. According to the actual project, the transmission tower-line system model and the pile-soil-transmission tower-line system model were established, and then the transmission tower-line system considering the SSI effect under the soft soil condition and the transmission tower-line system with rigid foundation were carried out respectively. Vibration response analysis. Multiple viscous dampers were installed on the transmission tower considering the SSI effect to control the wind-induced vibration of the transmission tower. The research results show that: after considering the SSI effect, the displacement response of the transmission tower increases significantly, in which the maximum displacement and the root mean square value of the representative node of the tower body increase by 64.73% and 79.09%, respectively. The axial force response of the tower body and tower legs decrease. When the damping coefficients are the same, the damper with a velocity index of 0.3 has the best effect on the wind vibration control of the transmission tower. When the velocity index is the same, the larger the damping coefficient is, the smaller the displacement response of the tower top and the axial force response of the tower body element are. When the velocity index is 0.3 and the damping coefficient is lower than 30000 kN·(s/m)0.3, the difference in the displacement control effect of dampers with different damping coefficients on the top node of the tower is obvious, and when the damping coefficient is less than 15000 kN·(s/m)0.3, the dampers with different damping coefficients have obvious differences in the axial force control effect of the tower unit.