摘要
以某铁路多跨部分矮塔斜拉桥为研究对象建立了全桥空间动力计算模型,分别采用反应谱法及非线性时程反应法分析了该桥的弹性及弹塑性地震反应,并进行了抗震性能评估。结果表明:(1)在多遇地震下2#制动墩的顺桥向地震作用较大,控制该桥的抗震设计;(2)在多遇地震下该桥主塔及桥墩的强度均满足规范要求;(3)在罕遇地震下主塔的强度满足规范要求;(4)在罕遇地震下桥墩的塑性铰转动能力满足要求,且安全储备较大。
The structures of cable-stayed bridges are quite different from that of continuous beam bridge,so their vibration characteristics and seismic response are also different. A（ 64＋115＋115 ＋64）m three tower and double cable plane cable-stayed bridge was chosen as the analysis exam- ple. At pier 2 # of this bridge, the tower, beam, and pier are rigidly connected together. At the oth- er movable pier, the tower and beam are rigidly connected together, and separated with the pier. The bridge has a seismic intensity protection rating of seven. To analyze the seismic response and evaluate the seismic performance of a cable-stayed bridge, a whole bridge space dynamic calcula- tion model was established using the MIDAS program. The spatial beam finite-element model was used to simulate the tower, pier, and beam. The cable was simulated by the tension-only spatial truss element which also took the geometrical non-linearity into account. The bearings were con- sidered as the ideal constraint according to the actual constraint conditions. The SSI effect was al- so taken into account by the application of a soil spring both in the translation and rotation direc- tions. Natural vibration characteristics were analyzed; therefore, the dynamic characteristics and vibration mode of cable-stayed bridges with multi-span and low towers were well understood. The first five vibration modes including the vibration shape and the self-vibration period were extrac- ted. The first vibration shape is an anti-symmetric vertical bending of the beam, which is similar to the continuous beam bridge. However, they differ in the vibration shape that includes the vibra- tion of the tower and cable compared with continuous beam bridge. For low-level earthquakes, the response spectrum method was adopted to analyze the elastic response in horizontal and trans-verse directions. The first 300 vibration modes were used in the spectrum method,and the CQC method was used in combination with seismic response in each vibration mode. The bending-mo- ment and shear-force diagrams of the bridge structure were drawn in horizontal and transverse di- rections,whereby, the results show that the longitudinal earthquake response of fixed pier 2# was the biggest and dominates the seismic design. Under low-level earthquake ground motion, the bridge is in an elastic condition, that is, the pier and tower are in an elastic state and can return to their original shape after the low-level earthquake. Under low-level earthquake ground motion, the allowable stress method was adopted in the design. The stress was calculated in accordance with the eccentric compression member and results show that the bridge can meet the required specifi- cations to achieve performance level I. For high-level earthquake ground motion, the non-linear time-history analysis method was adopted to analyze the elastic-plastic response. The maximum plastic rotation angle should be limited within a safe range. To acquire the maximum plastic rota- tion angle, the artificial seismic waves under high-level earthquake conditions were input into the model, and results showed that the plastic deformation capacity can meet the required specifica- tions and also have a degree of safety reserves. Under high-level earthquake ground motion, the bridge may suffer great damage without overall collapse,which can play a role under limited traf- fic and after repairs;it can achieve performance level Ⅲ.
出处
《地震工程学报》
CSCD
北大核心
2014年第1期34-38,共5页
China Earthquake Engineering Journal
关键词
铁路桥
部分斜拉桥
时程反应分析
地震反应
抗震性能
railway bridge
cable-stayed bridge
time-history response analysis
seismic response
seismic performance
