【摘要】 1 000 kV特高压变电构架高度大、频率低，其风荷载及风致响应对结构设计起控制作用。通过高频天平测力风洞试验获得1 000 kV特高压变电构架塔架节段(A～D节段)、横梁和整体模型的基底剪力和弯矩，分析地貌类型和风向角对体型系数的影响规律，并与国内外相关规范进行对比分析，利用有限元方法计算结构风致响应并详细考察不同地貌下结构位移响应及风振系数随风向角的变化规律。研究结果表明：0°风向时，模型节段A～D三类风场(均匀流、A类和B类)体型系数之比分别为1∶0.93∶0.42、1∶0.86∶0.36、1∶0.84∶0.41和1∶0.60∶0.23。90°风向时，整体模型在三类风场下的体型系数均取得最大值3.40、2.42和0.97,比DL/T 5154—2012和ASCE7—16规范值大24%～40%。此外，结构塔顶位置X和Y方向位移响应均方根值分别在90°和0°达到最大值69.66 mm和61.51 mm,塔顶典型节点X和Y方向风振系数分别在0°和90°风向取得最大值2.61和3.27。更多还原

【Abstract】 The 1 000 kV ultra high voltage(UHV) substation framework has high height and low frequency, and its wind load and wind-induced response play a controlling role in structural design. This thesis obtained the base shear forces and bending moments of tower segment(from segment A to segment D), beam and overall model of the 1 000 kV UHV substation structure via high-frequency force balance wind tunnel test. The influence laws of terrains and wind incidence angles on shape factors were analyzed, and comparative analysis was carried out with relevant domestic and foreign codes. The finite element method was used to calculate the wind-induced responses of the structure, and the change tendencies of the displacement responses and the wind vibration coefficients of the structure with the wind incidence angles under different terrains were investigated in detail. According to the study, at 0° wind direction, the ratios of the shape factors under the three types of wind fields(uniform flow, type A and type B) from segment A to segment D models are 1∶0.93∶0.42, 1∶0.86∶0.36, 1∶0.84∶0.41 and 1∶0.60∶0.23, respectively. When the wind incidence angle is 90°, the body factors of the overall model under the three types of wind fields all achieve the maximum values of 3.40, 2.42 and 0.97, which are 24%～40% larger than the standard values of DL/T 5154—2012 and ASCE7—16. In addition, the root mean square values of the displacement responses in the X and Y directions of the tower top position of the structure reached the maximum values of 69.66 mm and 61.51 mm at 90° and 0°, respectively. And the wind vibration coefficients of the typical node on the top of the tower in the X and Y directions reached the maximum values 2.61 and 3.27 at the wind incidence angles of 0° and 90°, respectively.更多还原