基于位移的Pushover分析在高墩抗震分析中的应用
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摘要
采用传统的只考虑基阶振型的非线性静力方法分析非规则结构的抗震性能会产生较大误差。针对山区桥梁百米级非规则高墩,通过对地震动输入下墩底曲率达到最大时刻的结构刚度进行瞬时模态分析,探讨了整个非线性过程中瞬时振型、瞬时振型参与系数随着墩底曲率增加的变化规律,进而提出了基于位移的非线性静力分析与增量动力分析(IDA)相结合的一种简化方法。通过和IDA分析以及传统的基于惯性力的非线性静力分析方法的分析结果比较,证明该方法在快速估计高墩的抗震性能的适用性和准确性。
The conventional nonlinear static analysis procedure considering only fundamental mode has some drawbacks in predicting the seismic performance of irregular structures.For the pier with a height of 100 m in mountainous areas,modal analysis was carried out for transient structural stiffness when the pier curvature reaches the maximum value under different ground motion levels.The change trend of the transient mode shapes and transient modal participation factors were investigated with the increasing of pier base curvature.The displacementbased pushover procedure combining the incremental dynamic analysis(IDA) was used in the bridge pier analysis.To prove that the method is appHcable and accurate,the results obtained by using this method were compared with the results by using obtained incremental dynamic analysis(IDA) and forced-based pushover method.
The conventional nonlinear static analysis procedure considering only fundamental mode has some drawbacks in predicting the seismic performance of irregular structures.For the pier with a height of 100 m in mountainous areas,modal analysis was carried out for transient structural stiffness when the pier curvature reaches the maximum value under different ground motion levels.The change trend of the transient mode shapes and transient modal participation factors were investigated with the increasing of pier base curvature.The displacementbased pushover procedure combining the incremental dynamic analysis(IDA) was used in the bridge pier analysis.To prove that the method is appHcable and accurate,the results obtained by using this method were compared with the results by using obtained incremental dynamic analysis(IDA) and forced-based pushover method.
引文
[1]Dimitrios Vamvatsikos C,Allin Cornell.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,(31);491-514.
[2]Helmut Krawinkler,G DP K.Senevirations,Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,(20):452-464.
[3]Calvi G M,Pavese.Displacement based design of building structures[C].Proceedings of Fifth SECED Conference on European Seismic Design Practice,Chester,United Kingdom,1995:127-132.
[4]Kowalsky M J,Priestley M J N,Mac Rae G A.Dis-??placement-based design of RC bridge columns in seismic regions[J].Earthquake Engineering and Structural Dynamics,1995,24(12):1623-1643.
[5]Priestley M J N.Displacement-based seismic assessment of reinforced concrete buildings[J].Journal of Earthquake Engineering,1997,(1):157-192.
[6]Antoniou S,Pinho R.Development and verification of a displacement-based adaptive pushover procedure[J].Journal of Earthquake Engineering,2004,8(5):643-661.
[7]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):43-48.Li Jianzhong,Song Xiaodong,Fan Lichu.Investiga-??tion for displacement ductility capacity of tall piers[J].Earthquake Engineering and Engineering Vibration,2005,25(1):43-48.(in Chinese)
[8]Freeman S A,Nicoletti J P,Tyrell J V.Evaluations of existing buildings for seismic risk-A case study of Puget Sound Naval Shipyard,Bremerton,Washington[C].Proceedings of Proc.1~(st)U.S.National Conference Earthquake Engineering,Oakland,California,1975:113-122.
[9]Silvia Mazzoni,Frank Mc Kenna,Michael H.Open system for earthquake engineering simulation user manual[M].Berkeley:Pacific Earthquake Engineering Research Center,University of California,2007.
[2]Helmut Krawinkler,G DP K.Senevirations,Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,(20):452-464.
[3]Calvi G M,Pavese.Displacement based design of building structures[C].Proceedings of Fifth SECED Conference on European Seismic Design Practice,Chester,United Kingdom,1995:127-132.
[4]Kowalsky M J,Priestley M J N,Mac Rae G A.Dis-??placement-based design of RC bridge columns in seismic regions[J].Earthquake Engineering and Structural Dynamics,1995,24(12):1623-1643.
[5]Priestley M J N.Displacement-based seismic assessment of reinforced concrete buildings[J].Journal of Earthquake Engineering,1997,(1):157-192.
[6]Antoniou S,Pinho R.Development and verification of a displacement-based adaptive pushover procedure[J].Journal of Earthquake Engineering,2004,8(5):643-661.
[7]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):43-48.Li Jianzhong,Song Xiaodong,Fan Lichu.Investiga-??tion for displacement ductility capacity of tall piers[J].Earthquake Engineering and Engineering Vibration,2005,25(1):43-48.(in Chinese)
[8]Freeman S A,Nicoletti J P,Tyrell J V.Evaluations of existing buildings for seismic risk-A case study of Puget Sound Naval Shipyard,Bremerton,Washington[C].Proceedings of Proc.1~(st)U.S.National Conference Earthquake Engineering,Oakland,California,1975:113-122.
[9]Silvia Mazzoni,Frank Mc Kenna,Michael H.Open system for earthquake engineering simulation user manual[M].Berkeley:Pacific Earthquake Engineering Research Center,University of California,2007.
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