桥梁建设
橋樑建設
교량건설
BRIDGE CONSTRUCTION
2015年
2期
58-64
,共7页
桁架桥%连续梁桥%减隔震设计%摩擦摆支座%全桥隔震%连续墩隔震%有限元法
桁架橋%連續樑橋%減隔震設計%摩抆襬支座%全橋隔震%連續墩隔震%有限元法
항가교%련속량교%감격진설계%마찰파지좌%전교격진%련속돈격진%유한원법
truss bridge%continuous girder bridge%seismic mitigation and isolation design%friction pendulum bearing%whole bridge seismic isolation%continuous pier seismic isolation%fi-nite element method
为改善大跨度连续钢桁梁桥的抗震性能，以（102＋4×168＋102） m的济南长清黄河大桥主桥为背景，结合其结构特点采用摩擦摆支座对该桥进行全桥隔震及连续墩隔震方案设计。采用通用有限元程序S A P2000建立该桥空间有限元模型，以3条人工地震波作为激励，采用非线性时程分析方法对未隔震及应用摩擦摆支座隔震后的桥梁结构响应进行对比，结果表明：全桥隔震、连续墩隔震2种方案中摩擦摆支座均能起到良好的减隔震效果且满足设计要求。与全桥隔震方案相比，连续墩隔震方案中墩底弯矩和支座水平位移略大，但经济性更好，故综合考虑减隔震效果、经济性、支座尺寸等因素，推荐采用等效滑动半径为4m的摩擦摆支座连续墩隔震方案对该桥进行减隔震设计。
為改善大跨度連續鋼桁樑橋的抗震性能，以（102＋4×168＋102） m的濟南長清黃河大橋主橋為揹景，結閤其結構特點採用摩抆襬支座對該橋進行全橋隔震及連續墩隔震方案設計。採用通用有限元程序S A P2000建立該橋空間有限元模型，以3條人工地震波作為激勵，採用非線性時程分析方法對未隔震及應用摩抆襬支座隔震後的橋樑結構響應進行對比，結果錶明：全橋隔震、連續墩隔震2種方案中摩抆襬支座均能起到良好的減隔震效果且滿足設計要求。與全橋隔震方案相比，連續墩隔震方案中墩底彎矩和支座水平位移略大，但經濟性更好，故綜閤攷慮減隔震效果、經濟性、支座呎吋等因素，推薦採用等效滑動半徑為4m的摩抆襬支座連續墩隔震方案對該橋進行減隔震設計。
위개선대과도련속강항량교적항진성능，이（102＋4×168＋102） m적제남장청황하대교주교위배경，결합기결구특점채용마찰파지좌대해교진행전교격진급련속돈격진방안설계。채용통용유한원정서S A P2000건립해교공간유한원모형，이3조인공지진파작위격려，채용비선성시정분석방법대미격진급응용마찰파지좌격진후적교량결구향응진행대비，결과표명：전교격진、련속돈격진2충방안중마찰파지좌균능기도량호적감격진효과차만족설계요구。여전교격진방안상비，련속돈격진방안중돈저만구화지좌수평위이략대，단경제성경호，고종합고필감격진효과、경제성、지좌척촌등인소，추천채용등효활동반경위4m적마찰파지좌련속돈격진방안대해교진행감격진설계。
To improve the seismic performance of long span continuous steel truss girder bridge ,the main bridge with span arrangement (102+4 × 168+102) m of the Changqing Huanghe River Bridge in Ji′nan w as cited as an example and in the light of the structural features of the bridge ,the friction pendulum bearings were selected for the design of the schemes of whole bridge seismic isolation and continuous pier seismic isolation for the bridge . T he spatial finite element model of the bridge was set up by the universal program SAP2000 ,the model was excited by three artificial seismic waves and the structural responses of the bridge that was not seismically isolated and that was seismically isolated by the friction pendulum bearings were analyzed and compared by the nonlinearity time‐history analysis method .The results of the analysis indicate that the friction pendulum bearings for both the schemes of w hole bridge seismic isolation and continuous pier seis‐mic isolation can achieve good effect of the seismic mitigation and isolation and can meet the design requirements .As compared to the scheme of whole bridge seismic isolation ,the moment of the pier footings and the horizontal displacement of the bearings in the scheme of continuous pier seis‐mic isolation are slightly great ,but the scheme is more economic .In comprehensive consideration of several factors of the seismic mitigation and isolation effect ,economy and dimensions of the bearings ,it is recommended that the friction pendulum bearings with 4 m equivalent sliding radii for the scheme of continuous pier seismic isolation should be adopted for the seismic mitigation and isolation design of the bridge .
