地震激励桥梁基础减隔震支座性能研究
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摘要
以某工程项目为对象,以50 a 10%超越概率E1 (地震作用)和50 a 2%超越概率E2 (地震作用)的地震动加速度时程数据为输入参数建立有限元模型来分析普通橡胶支座和双曲面球形减震支座对桥梁整体结构抗震特性的影响作用。研究结果表明:E2地震力作用下,双曲面球形减震支座下梁端横向和纵向位移均大幅度下降,支座横桥向位移增加,橡胶支座纵向位移增大而滑动支座纵向位移减小,减隔震支座降低了相邻主梁碰撞而造成结构震害; E1地震力作用下,桥梁立柱和桩基结构在橡胶支座和双曲面球形减隔震支座下均不会发生基于结构抗弯能力不足而导致基础震害,但双曲面球形减隔震支座下桥梁立柱底部和桩基弯矩均大幅下降;E2地震力下,橡胶支座的1#、2#桥墩立柱和1#、2#、3#、4#桥墩桩基结构弯矩超过结构的抗弯承载能力,桥梁立柱和桩基结构均会发生严重破坏;双曲面球形减隔震支座下桥梁立柱底部和桩基弯矩均大幅下降,低于桥梁立柱的抗弯承载力,桥梁结构不会发生结构破坏。
based on an engineering project as the object,exceeding probability of 10%(E1)and exceeding probability of 2%(E2) of ground motion acceleration time history data as input parameters to establish the finite element model to analyze the ordinary rubber bearing and hyperboloid spherical damping bearing for bridge seismic characteristics of the structure. Results show that under E2 earthquake force, hyperboloid spherical damping bearing beam under transverse and longitudinal displacement both dropped substantially, bearing transverse bridge displacement increases, the longitudinal displacement of the rubber bearing and sliding bearing longitudinal displacement decreases,reducing isolation bearing reduces the adjacent girders collision caused by structural damage; E1 seismic force,the bridge column and pile structure in the rubber bearing and hyperboloid spherical and isolation bearing were not happen under flexural capacity based on structure based earthquake damage caused,but the reductions hyperboloid spherical isolation bearings under the bridge at the bottom of the column and pile bending moment are sharply; E2 earthquake force,the rubber bearing of 1#,2#pier columns and1#,2#,3#,4#pier flexural bearing capacity of pile foundation structure bending over structure,bridge column and pile structure are serious damage will happen; The bending moment of the bottom and pile foundation of the bridge under the hyperboloid damping bearing pedestal is greatly reduced,which islower than the flexural capacity of the bridge pillar,so the structure of the bridge will not be damaged.
based on an engineering project as the object,exceeding probability of 10%(E1)and exceeding probability of 2%(E2) of ground motion acceleration time history data as input parameters to establish the finite element model to analyze the ordinary rubber bearing and hyperboloid spherical damping bearing for bridge seismic characteristics of the structure. Results show that under E2 earthquake force, hyperboloid spherical damping bearing beam under transverse and longitudinal displacement both dropped substantially, bearing transverse bridge displacement increases, the longitudinal displacement of the rubber bearing and sliding bearing longitudinal displacement decreases,reducing isolation bearing reduces the adjacent girders collision caused by structural damage; E1 seismic force,the bridge column and pile structure in the rubber bearing and hyperboloid spherical and isolation bearing were not happen under flexural capacity based on structure based earthquake damage caused,but the reductions hyperboloid spherical isolation bearings under the bridge at the bottom of the column and pile bending moment are sharply; E2 earthquake force,the rubber bearing of 1#,2#pier columns and1#,2#,3#,4#pier flexural bearing capacity of pile foundation structure bending over structure,bridge column and pile structure are serious damage will happen; The bending moment of the bottom and pile foundation of the bridge under the hyperboloid damping bearing pedestal is greatly reduced,which islower than the flexural capacity of the bridge pillar,so the structure of the bridge will not be damaged.
引文
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[3] Wei-Xin Ren,Hua-Bing Chen. Finite element model updating in structural dynamics by using the response surface method[J].Engineering Structures. 2017,41(2):338-343.
[4] Mehrdad Sasani. Response of a reinforced concrete infilled-frame structure to removal of two adjacent columns[J]. Engineering Structures. 2014,46(4):536-541.
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[8]冯亚成.高速铁路大跨连续梁桥减隔震方案讨论[J].地震研究,2015,38(1):167-172.
[9]陈光,王晓伟,叶爱君.减隔震支座对不同墩高桥梁地震反应的影响[J].结构工程师,2015,31(3):128-134.
[10]高山,彭泽友,史春娟,等.弹塑性钢减隔震支座在桥梁抗震设计中的应用[J].世界桥梁,2015,43(5):44-48.
[11]曹飒飒,袁万城.基于AMPP方法的减隔震桥梁抗震性能评估[J].地震工程与工程振动,2015,35(4):171-178.
[12]周喜龙.曲线连续梁桥地震响应与HDR减震效果分析[J].中外公路,2015,35(5):174-177.
[13]阮怀圣,何友娣.两种减隔震支座动力参数的设计方法及减隔震效果差异研究[J].世界地震工程,2017,33(1):223-229.
[14]周友权.液体黏滞阻尼器与双曲面球形减隔震支座联合应用研究[J].铁道标准设计,2017,61(6):82-88.
[15] Ferraioli M,L. M. Zhang. Finite element model updating based on response surface methodology[C]. Proceeding of the 22nd International Modal Analysis Conference. 2007(4):604-608.
[16] Tsai H C. 3-D nonlinear dynamic progressive collapse analysis of multi-storey steel composite frame buildings-Parametric study[J]. Engineering Structures. 2014,44(S1):398-402+406.
[17]张安平,杨专.美标体系下高烈度地震区连续梁桥减隔震支座选型分析[J].中国水运(下半月),2017,17(6):240-242.
[2]李雪红,李冰洋,徐秀丽,等.随机地震动作用下减隔震支座连续梁桥可靠度分析[J].世界桥梁,2012,40(5):59-62.
[3] Wei-Xin Ren,Hua-Bing Chen. Finite element model updating in structural dynamics by using the response surface method[J].Engineering Structures. 2017,41(2):338-343.
[4] Mehrdad Sasani. Response of a reinforced concrete infilled-frame structure to removal of two adjacent columns[J]. Engineering Structures. 2014,46(4):536-541.
[5]曲慧.桥梁典型减隔震装置性能对比研究[J].城市道桥与防洪,2012(11):130-133+31.
[6] Brownjohn J M W,Dumanoglu A A,Severn R T. Ambient vibration survey of the faith sultan Mehmet(second bosporus)suspension bridge. Earthquake Engineering and Structural Dynamics. 2015,43(10):57-66.
[7]张刚卫.减隔震支座在桥梁设计中的应用[J].山西建筑,2014,40(31):190-191.
[8]冯亚成.高速铁路大跨连续梁桥减隔震方案讨论[J].地震研究,2015,38(1):167-172.
[9]陈光,王晓伟,叶爱君.减隔震支座对不同墩高桥梁地震反应的影响[J].结构工程师,2015,31(3):128-134.
[10]高山,彭泽友,史春娟,等.弹塑性钢减隔震支座在桥梁抗震设计中的应用[J].世界桥梁,2015,43(5):44-48.
[11]曹飒飒,袁万城.基于AMPP方法的减隔震桥梁抗震性能评估[J].地震工程与工程振动,2015,35(4):171-178.
[12]周喜龙.曲线连续梁桥地震响应与HDR减震效果分析[J].中外公路,2015,35(5):174-177.
[13]阮怀圣,何友娣.两种减隔震支座动力参数的设计方法及减隔震效果差异研究[J].世界地震工程,2017,33(1):223-229.
[14]周友权.液体黏滞阻尼器与双曲面球形减隔震支座联合应用研究[J].铁道标准设计,2017,61(6):82-88.
[15] Ferraioli M,L. M. Zhang. Finite element model updating based on response surface methodology[C]. Proceeding of the 22nd International Modal Analysis Conference. 2007(4):604-608.
[16] Tsai H C. 3-D nonlinear dynamic progressive collapse analysis of multi-storey steel composite frame buildings-Parametric study[J]. Engineering Structures. 2014,44(S1):398-402+406.
[17]张安平,杨专.美标体系下高烈度地震区连续梁桥减隔震支座选型分析[J].中国水运(下半月),2017,17(6):240-242.