基于IDA的高墩大跨桥梁抗震性能评估
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摘要
高墩桥梁的地震响应与传统的中低墩桥梁有很大差别,我国现行桥梁抗震规范对此没有规定。为了合理评估高墩大跨桥梁的抗震性能,以一座连续刚构桥为研究对象,采用OpenSees建立弹塑性有限元动力分析模型,从PEER地震数据库中选取了15条地震记录进行增量动力分析(Incre-mental dynamic analysis,IDA),利用Ramberg-Osgood函数对控制参数进行统计,从而得到了结构概率分位值为10%、50%和90%的IDA曲线,结合定义的损伤状态对结构的抗震性能进行了评估;根据墩身最大曲率分布得到了塑性区域长度,提出了根据最大曲率分布估算墩顶目标位移的方法。结果表明:利用R-O函数统计得到的IDA概率分位曲线能很好地体现桥梁抗震性能,并能给出满足相应性能水准的可靠等级。在强震作用下,高墩结构塑性区域长度与各国规范计算结果吻合,按墩身最大曲率分布估算墩顶位移与IDA分析结果吻合较好,弥补了规范的不足。
The seismic responses of bridge with high piers,for which the seismic design criteria are unavailable,are quite different from the regular bridge.In order to assess the seismic performance of the irregular bridges with high piers and long spans,a continuous rigid frame bridge is taken as an example.Using OpenSees,a dynamic elastic-plastic finite element model is built,and then the Incremental Dynamic Analysis is carried out with 15 seismic ground motions selected from the PEER database.With the Ramberg-Osgood equation,a statistical analysis of the controlling parameters is performed,and then by ascertaining the 10%,50%,90% IDA responses and combining with the defined damage to the structure,the seismic performance is accessed.According to the distribution for maximum curvature along the piers,the length of the plastic zone and the formulas for estimating the beam displacement based on the curvature are proposed.The results show that IDA fractile curves can well measure the seismic performance,and can evaluate the reliability at the corresponding performance level;besides,under the strong ground motion,the length of the plastic zone is consistent with the criteria at home and abroad and the formulas for estimating the beam displacement meet the IDA analysis results well.
The seismic responses of bridge with high piers,for which the seismic design criteria are unavailable,are quite different from the regular bridge.In order to assess the seismic performance of the irregular bridges with high piers and long spans,a continuous rigid frame bridge is taken as an example.Using OpenSees,a dynamic elastic-plastic finite element model is built,and then the Incremental Dynamic Analysis is carried out with 15 seismic ground motions selected from the PEER database.With the Ramberg-Osgood equation,a statistical analysis of the controlling parameters is performed,and then by ascertaining the 10%,50%,90% IDA responses and combining with the defined damage to the structure,the seismic performance is accessed.According to the distribution for maximum curvature along the piers,the length of the plastic zone and the formulas for estimating the beam displacement based on the curvature are proposed.The results show that IDA fractile curves can well measure the seismic performance,and can evaluate the reliability at the corresponding performance level;besides,under the strong ground motion,the length of the plastic zone is consistent with the criteria at home and abroad and the formulas for estimating the beam displacement meet the IDA analysis results well.
引文
[1]JTG/TB02-01-2008公路桥梁抗震设计细则[S].JTG/TB02-01-2008 Guidelines for Seismic Design of Highway Bridges[S].(in Chinese)
[2]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001:88-90.FAN Lichu,ZHUO Weidong.Ductility seismic design of bridge[M].Beijing:China Communication Press.2001:88-90.(in Chinese)
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[5]汪梦甫,曹秀娟,孙文林.增量动力分析方法的改进及其在高层混合结构地震危害评估中的应用[J].工程抗震与加固改造,2010,32(1):104-109.WANG Mengfu,CAO Xiujuan,SUN Wenlin.Incremental dynamic analysis applied to seismic risk assessment of hybrid structure[J].EarthquakeResistant and Retrofitting,2010,32(1):104-109.(in Chinese)
[6]Dimitrios Vamvatsikos,C Allin Cornell.Incremental dynamic analysis[J].Earthquake Engineering And Structural Dynamics,2002,31:491-514.
[7]John B Mander,Rajesh P Dhakal,Naoto Mashiko,et al.Incremental dynamic analysis applied to seismic financial risk assessment of bridges[J].Engineering Structures,2007,29(10):2662-2672.
[8]FEMA.NEHRP Guideline for seismic rehabilitation of buildings[R].Report No.FEMA-273,SAC Joint Venture,Federal Emergency Manage-ment Agency,Washington.DC,1997.
[9]陆本燕,刘伯权,吴涛,等.基于RC桥梁墩柱的地震损伤模型比较分析[J].土木工程学报,2010,43(S1):186-191.LU Benyan,LIU Boquan,WU Tao,et al.Comparative analysis of seismic damage models for reinforced concrete bridge piers[J].China CivilEngineering Journal,2010,43(S1):186-191.(in Chinese)
[10]http://peer.berkeley.edu/OpenSeesNavigator/
[11]江辉,朱晞,倪永军,等.基于多因素分析的桥梁结构地震滞回耗能比值谱研究[J].中国公路学报,2011,24(1):50-58.JIANG Hui,ZHU Xi,NI Yongjun,et al.Research on seismic hysteretic energy dissipation ratio spectra for bridge structure based on multi-fac-tor analysis[J].China Journal of Highway and Transport,2011,24(1):50-58.(in Chinese)
[12]王建民,王国亮,聂建国,等.基于概率的桥梁结构地震危害性分析[J].土木工程学报,2010,43(11):86-93.WANG Jianmin,WANG Guoliang,NIE Jianguo,et al.Probability based seismic risk analysis of bridge structures[J].China Civil EngineeringJournal,2010,43(11):86-93.(in Chinese)
[13]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35,RMS Program.Stanford Uni-versity,Stanford,CA,1999.
[14]李立峰,吴文朋,黄佳梅,等.板式橡胶支座地震易损性分析[J].湖南大学学报,2011,38(11):1-6.LI Lifeng,WU Wenpeng,HUANG Jiamei et al.Research on seismic vulnerability analysis of laminated rubber bearing[J].Journal of Hunan U-niversity.2011,38(11):1-6.(in Chinese)
[15]California Department of Transportation.Seismic Design Criteria Version 1.5[S].
[2]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001:88-90.FAN Lichu,ZHUO Weidong.Ductility seismic design of bridge[M].Beijing:China Communication Press.2001:88-90.(in Chinese)
[3]梁智垚.非规则高墩桥梁抗震设计理论研究[D].上海:同济大学,2005.LIANG Zhiyao.Seismic design theory research of irregular girder bridge[D].Shanghai:Tongji University,2005.(in Chinese)
[4]李建中,宋晓东,范立础.桥梁高墩位移延性能力的探讨[J].地震工程与工程振动,2005,25(1):40-48.(in Chinese)LI Jianzhong,SONG Xiaodong,FAN Lichu.Investigation for displacement ductility capacity of tall piers[J].Journal of Earthquake Engineeringand Engineering vibration,2005,25(1):40-48.(in Chinese)
[5]汪梦甫,曹秀娟,孙文林.增量动力分析方法的改进及其在高层混合结构地震危害评估中的应用[J].工程抗震与加固改造,2010,32(1):104-109.WANG Mengfu,CAO Xiujuan,SUN Wenlin.Incremental dynamic analysis applied to seismic risk assessment of hybrid structure[J].EarthquakeResistant and Retrofitting,2010,32(1):104-109.(in Chinese)
[6]Dimitrios Vamvatsikos,C Allin Cornell.Incremental dynamic analysis[J].Earthquake Engineering And Structural Dynamics,2002,31:491-514.
[7]John B Mander,Rajesh P Dhakal,Naoto Mashiko,et al.Incremental dynamic analysis applied to seismic financial risk assessment of bridges[J].Engineering Structures,2007,29(10):2662-2672.
[8]FEMA.NEHRP Guideline for seismic rehabilitation of buildings[R].Report No.FEMA-273,SAC Joint Venture,Federal Emergency Manage-ment Agency,Washington.DC,1997.
[9]陆本燕,刘伯权,吴涛,等.基于RC桥梁墩柱的地震损伤模型比较分析[J].土木工程学报,2010,43(S1):186-191.LU Benyan,LIU Boquan,WU Tao,et al.Comparative analysis of seismic damage models for reinforced concrete bridge piers[J].China CivilEngineering Journal,2010,43(S1):186-191.(in Chinese)
[10]http://peer.berkeley.edu/OpenSeesNavigator/
[11]江辉,朱晞,倪永军,等.基于多因素分析的桥梁结构地震滞回耗能比值谱研究[J].中国公路学报,2011,24(1):50-58.JIANG Hui,ZHU Xi,NI Yongjun,et al.Research on seismic hysteretic energy dissipation ratio spectra for bridge structure based on multi-fac-tor analysis[J].China Journal of Highway and Transport,2011,24(1):50-58.(in Chinese)
[12]王建民,王国亮,聂建国,等.基于概率的桥梁结构地震危害性分析[J].土木工程学报,2010,43(11):86-93.WANG Jianmin,WANG Guoliang,NIE Jianguo,et al.Probability based seismic risk analysis of bridge structures[J].China Civil EngineeringJournal,2010,43(11):86-93.(in Chinese)
[13]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35,RMS Program.Stanford Uni-versity,Stanford,CA,1999.
[14]李立峰,吴文朋,黄佳梅,等.板式橡胶支座地震易损性分析[J].湖南大学学报,2011,38(11):1-6.LI Lifeng,WU Wenpeng,HUANG Jiamei et al.Research on seismic vulnerability analysis of laminated rubber bearing[J].Journal of Hunan U-niversity.2011,38(11):1-6.(in Chinese)
[15]California Department of Transportation.Seismic Design Criteria Version 1.5[S].
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