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贵阳201大厦结构高度为156m,采用支撑筒悬挂结构体系,对不同受力构件设置不同的铰模型,建立三维有限元模型。分析结果表明,6度罕遇地震作用下,结构最大层间位移角小于规范限值。构件方面,仅局部耗能梁出现剪切型屈服铰,处于IO阶段,首层裙房柱柱底出现弯曲屈服,处于B～IO阶段,主结构、环梁和悬挂桁架未出现屈服,其余构件也未出现屈服。大震下钢管柱未出现受拉。当阻尼比为0.02时,结构的层间位移角仍能满足规范要求。通过加大地震动峰值加速度的方法,验证了耗能梁的设置可起到“保险丝”的作用。
The height of Guiyang 201 mansion is 156m. The support tube suspension structure system is adopted. Different hinge models are set up for different force components to establish the three-dimensional finite element model. The analysis results show that under the effect of rare earthquakes of 6 degrees, the displacement angle between structures is less than the standard limit. In the component aspect, only the shear beam yielding appears in the local energy dissipating beam, which is in the IO stage. The bending deformation occurs at the bottom of the podium pillar in the first floor and is in the B ~ IO stage. The main structure, the ring beam and the suspension truss do not yield, Also did not appear to yield. Under the earthquake did not appear under tension steel column. When the damping ratio is 0.02, the interlayer displacement angle of the structure can still meet the specifications. By increasing the peak acceleration of ground motion, it is verified that the setting of the energy dissipation beam can play the role of “fuse”.