将隔震支座与防屈曲支撑应用于三心圆立体钢管拱桁架体系,以开展其集成减震与隔震效应研究。通过利用SAP 2000软件和几何与材料双重非线性的集中塑性铰理论,开展其在地震波作用下的动力弹塑性性能分析,分别获得原结构和减震与隔震结构的塑性铰分布、整体变形、失效形态及结构延性系数,比较并评定了原结构和减震与隔震结构的失效类型、极限承载力和变形能力。结果表明,减震与隔震结构自振周期得到延长,失效界限地震波加速度峰值相比原结构提高了131.2%,抗震性能显著提高;原结构和减震与隔震结构的失效破坏类型均为弹塑性动力失稳破坏,地震波作用下两种结构在失效界限时出现的塑性铰杆件数量均较少,但分布比较均匀;两种结构模型在两个主要受力方向均具有一定的延性性能,但其失效前的绝对变形较小,破坏前预兆性不显著。 The isolation bearing and the buckling support are applied to the three-center-round steel tube arch truss system to study the integrated damping and isolation effect. Through the use of SAP2000 software and the double non-linear concentrated plastic hinge theory of geometry and material, the dynamic elasto-plastic performance analysis under seismic wave is carried out. The plastic hinge distribution of the original structure, the shock-absorbing and isolation structures, the overall deformation, Failure mode and structure ductility coefficient. The failure types, ultimate bearing capacity and deformation capacity of the original structure and the shock-absorbing and isolation structures are compared and evaluated. The results show that the period of natural vibration of the shock-absorbing and isolation structure is prolonged, the peak value of the acceleration of failure surface is 131.2% higher than that of the original structure, and the seismic performance is significantly improved. The failure types of the original structure and the shock- Plastic dynamic instability damage, the number of plastic hinge members appearing in the failure boundaries of the two structures under seismic waves is less, but the distribution is more uniform; the two structural models have some ductility in the two main stress directions, However, the absolute deformation before failure is small, and the pre-destruction is insignificant.