基于位移的非规则梁桥抗震设计
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摘要
为防止非规则梁桥在地震下的不确定破坏,需要对其进行基于位移的抗震设计。以一类常见的非规则梁桥横桥向作为研究对象,采用推倒分析探讨如何建立合理的能力谱,提出如何将此能力谱与非弹性需求谱组合来预计非规则梁桥的地震位移需求,最后,在此基础上提出一种非规则梁桥基于位移的简化抗震设计方法。结果表明:以反应谱分析的位移形状作为分布力模式推倒结构,以最先屈服墩墩顶节点作为位移参考点,得到的推倒曲线可作为能力谱,其弹性段、低屈服段和高屈服段对应的位移形状比例系数需要分别取值;此能力谱与非弹性需求谱的组合能够预计非规则梁桥的地震位移需求,相应的基于位移的简化抗震设计方法能够对非规则梁桥进行合理的抗震设计。
Irregular continuous bridges need displacement-based seismic design to avoid uncertain damages.With one type of familiar irregular continuous bridges in the transverse direction as the object of study,pushover analysis is conducted for construction of the capacity spectrum,and a discussion is provided on how to obtain the displacement demand by combining the capacity spectrum with the inelastic demand spectrum.Based on the discussion,a simplified displacement-based seismic design approach for irregular continuous bridges is presented.Results show that,when the structural displacement shape from the response spectrum analysis is selected as the distribution pattern of pushover force and the first yielding pier top point is selected as the monitoring point of structure displacement,pushover analysis can obtain reasonable capacity spectrum.With the structural displacement shape factor corresponding to the elastic region of the capacity spectrum,slightly damaged region and severely damaged region should be different.The combination of the capacity spectrum and the inelastic demand spectrum can effectively estimate the displacement demand of irregular continuous bridges,and the corresponding simplified displacement-based seismic design approach can be applied.
Irregular continuous bridges need displacement-based seismic design to avoid uncertain damages.With one type of familiar irregular continuous bridges in the transverse direction as the object of study,pushover analysis is conducted for construction of the capacity spectrum,and a discussion is provided on how to obtain the displacement demand by combining the capacity spectrum with the inelastic demand spectrum.Based on the discussion,a simplified displacement-based seismic design approach for irregular continuous bridges is presented.Results show that,when the structural displacement shape from the response spectrum analysis is selected as the distribution pattern of pushover force and the first yielding pier top point is selected as the monitoring point of structure displacement,pushover analysis can obtain reasonable capacity spectrum.With the structural displacement shape factor corresponding to the elastic region of the capacity spectrum,slightly damaged region and severely damaged region should be different.The combination of the capacity spectrum and the inelastic demand spectrum can effectively estimate the displacement demand of irregular continuous bridges,and the corresponding simplified displacement-based seismic design approach can be applied.
引文
[1]陈亮,李建中,张文学.梁墩刚度分布对连续梁桥横桥向规则性的影响[J].同济大学学报:自然科学版,2007,35(9):1175-1180(Chen Liang,Li jianzhong,Zhang Wenxue.Effects of girder and pier stiffness oncontinuous bridge regularity in transverse direction[J].Journal of Tongji University:Natural Science Edition,2007,35(9):1175-1180(in Chinese))
[2]Abeysinghe R S,Gavaise E,Rosignoli M,et al.Pushoveranalysis of inelastic seismic behavior of greveniotikos bridge[J].Journal of Bridge Engineering,ASCE,2002,7(2):115-126
[3]Mwafy A,Elnashai A,Yen W H.Implications of designassumptions on capacity estimates and demand predictionsof multispan curved bridges[J].Journal of BridgeEngineering,ASCE,2007,12(6):710-726
[4]Pinho R,Casarotti C,Antoniou S.A comparison of single-run pushover analysis techniques for seismic assessment ofbridges[J].Earthquake Engineering and StructuralDynamics,20073,6(10):1347-1362
[5]Isakovic T,Lazaro M P N,Fischinger M.Applicability ofpushover methods for the seismic analysis of single-columnbent viaducts[J].Earthquake Engineering and StructuralDynamics,20083,7(8):1185-1202
[6]Paraskeva T S,Kappos A J,Sextos A G.Extension ofmodal pushover analysis to seismic assessment of bridges[J].Earthquake Engineering and Structural Dynamics,2006,35(10):1269-1293
[7]Zheng Y,Usami T,Ge H B.Seismic response predictionsof multi-span steel bridges through pushover analysis[J].Earthquake Engineering and Structural Dynamics,20033,2(8):1259-1274
[8]Isakovic T,Fischinger M.Higher modes in simplifiedinelastic seismic analysis of single column bent viaducts[J].Earthquake Engineering and Structural Dynamics,2006,35(1):95-114
[9]Reinhorn A M.Inelastic analysis techniques in seismicevaluations[C]//Proceedings of the InternationalWorkshop on Seismic Design Methodologies for the NextGeneration of Codes.Bled,Slovenia,1997:277-288
[10]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,20023,1(3):561-582
[11]Chopra A K,Goel R K.Evaluation of modal and FEMApushover analyses:SAC buildings[J].EarthquakeSpectra,20042,0(1):225-254
[12]Aydinoglu M N.An improved pushover procedure forengineering practice:incremental response spectrumanalysis(IRSA)[C]//Proceedings of the InternationalWorkshop Performance-Based Seismic Design Concepts andImplementation.Slovenia,2004:345-356
[13]Kowalsky M J.A displacement-based approach for theseismic design of continuous concrete bridges[J].Earthquake Engineering and Structural Dynamics,2002,31(3):719-747
[14]Miranda E.Inelastic displacement ratios for structures onfirm sites[J].Journal of Structural Engineering,ASCE,2000,126(10):1150-1159
[2]Abeysinghe R S,Gavaise E,Rosignoli M,et al.Pushoveranalysis of inelastic seismic behavior of greveniotikos bridge[J].Journal of Bridge Engineering,ASCE,2002,7(2):115-126
[3]Mwafy A,Elnashai A,Yen W H.Implications of designassumptions on capacity estimates and demand predictionsof multispan curved bridges[J].Journal of BridgeEngineering,ASCE,2007,12(6):710-726
[4]Pinho R,Casarotti C,Antoniou S.A comparison of single-run pushover analysis techniques for seismic assessment ofbridges[J].Earthquake Engineering and StructuralDynamics,20073,6(10):1347-1362
[5]Isakovic T,Lazaro M P N,Fischinger M.Applicability ofpushover methods for the seismic analysis of single-columnbent viaducts[J].Earthquake Engineering and StructuralDynamics,20083,7(8):1185-1202
[6]Paraskeva T S,Kappos A J,Sextos A G.Extension ofmodal pushover analysis to seismic assessment of bridges[J].Earthquake Engineering and Structural Dynamics,2006,35(10):1269-1293
[7]Zheng Y,Usami T,Ge H B.Seismic response predictionsof multi-span steel bridges through pushover analysis[J].Earthquake Engineering and Structural Dynamics,20033,2(8):1259-1274
[8]Isakovic T,Fischinger M.Higher modes in simplifiedinelastic seismic analysis of single column bent viaducts[J].Earthquake Engineering and Structural Dynamics,2006,35(1):95-114
[9]Reinhorn A M.Inelastic analysis techniques in seismicevaluations[C]//Proceedings of the InternationalWorkshop on Seismic Design Methodologies for the NextGeneration of Codes.Bled,Slovenia,1997:277-288
[10]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,20023,1(3):561-582
[11]Chopra A K,Goel R K.Evaluation of modal and FEMApushover analyses:SAC buildings[J].EarthquakeSpectra,20042,0(1):225-254
[12]Aydinoglu M N.An improved pushover procedure forengineering practice:incremental response spectrumanalysis(IRSA)[C]//Proceedings of the InternationalWorkshop Performance-Based Seismic Design Concepts andImplementation.Slovenia,2004:345-356
[13]Kowalsky M J.A displacement-based approach for theseismic design of continuous concrete bridges[J].Earthquake Engineering and Structural Dynamics,2002,31(3):719-747
[14]Miranda E.Inelastic displacement ratios for structures onfirm sites[J].Journal of Structural Engineering,ASCE,2000,126(10):1150-1159
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