This research represents the dynamic behavior of the steel tower structural model due to applying seismic load. The 3D finite element model is created using ANSYS-software to simulate the real structure used in experiment. The dynamic properties, natural frequencies and mode shapes, are extracted and compared with the experimental model values. The comparison is implemented to verify the FE analysis procedure of the tower model with experimental model results and they are accepted by 83% tuning ratio. The nonlinear seismic analysis is applied to the structural model using observed ground motion in 1999 Turkey Earthquake. The seismic load is applied in two cases; the first is in the x-direction of the structural tower model and the other in the y-direction of the model in a horizontal plane. The maximum response displacements in x and y-axis and load displacement hysteresis for both loading cases are exhibited. The results display that the tower structural model failed with large response displacement in the first few time of ground motion according to IBC-2018 and NBCC-2005. The collapse of the tower structural model occurred after time 18 sec and the applied seismic loading in x-axis has significant effect.

本研究代表了钢塔结构模型由于施加地震载荷而产生的动态行为。3D 有限元模型是使用 ANSYS 软件创建的，以模拟实验中使用的真实结构。提取动态特性、固有频率和振型并与实验模型值进行比较。进行比较以验证塔模型的有限元分析程序与实验模型结果，它们被 83% 的调谐率接受。非线性地震分析应用于使用 1999 年土耳其地震中观测到的地面运动的结构模型。地震荷载分两种情况施加；第一个在结构塔模型的 x 方向上，另一个在水平面中模型的 y 方向上。展示了两种载荷情况下 x 和 y 轴的最大响应位移和载荷位移滞后。结果表明，根据IBC-2018和NBCC-2005，塔结构模型在地震动的前几次失效，响应位移较大。塔结构模型的倒塌发生在时间 18 秒之后，并且在 x 轴上施加的地震载荷具有显着影响。