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某无背索三拱塔斜拉桥跨径组合为30m+60m+70m+80m+40m=280m,中间三个大跨为拱塔斜拉结构,采用拱梁固结、梁墩分离的结构形式,全桥为五跨连续梁体系,斜拉索承担部分桥面恒载和活载,属于部分斜拉桥,约束方式分为普通盆式橡胶支座和铅芯橡胶支座两种.地震反应谱计算结果表明采用普通盆式橡胶支座时,E1概率水平下,桥墩基本都处于弹性状态,E2概率水平下,大部分桥墩都进入了屈服阶段.若把主墩改为铅芯橡胶支座,通过延长结构纵横向振动周期,则既能减小地震内力,又能适当控制上部结构的墩、梁间水平位移,在E1、E2地震作用下各桥墩、桩基础均处于弹性范围,满足规范要求.最后进行了模拟支座非线性特性的时程分析,通过与反应谱法结果相比较,验证计算结果的可靠性.
The span combination of a three-arch cable-stayed bridge with no backspace is 30m + 60m + 70m + 80m + 40m = 280m, and the middle three large spans are arch-stayed structures with the structure of arch girder consolidation and beam pier separation , And the whole bridge is a five-span continuous beam system. The stay cables bear part of the load and live load of the bridge deck and belong to the part of cable-stayed bridges. The restraint modes are divided into common basin rubber bearing and lead rubber bearing. The results of spectrum calculation show that the bridge piers are basically in elastic state under the probability of E1 under ordinary pot rubber bearings and most of the piers have entered the yielding stage under the Probability of E2 probability.If the main pier is replaced by lead rubber bearing , By extending the longitudinal and transverse vibration period of the structure, both the internal forces of the earthquake can be reduced and the horizontal displacement between the piers and beams of the superstructure can be properly controlled. Under the E1 and E2 earthquakes, the piers and foundations of the piers are all in the elastic range and satisfy the specifications Finally, the time history analysis of the nonlinear characteristics of the mothod was carried out, and the reliability of the calculated results was verified by comparison with the results of the response spectrum method.