修改的MPA法用于连续刚构桥的抗震性能分析
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摘要
弹塑性时程分析方法是计算桥梁结构地震响应较为严格的分析方法,但该方法工作量大,计算复杂,不利于工程师进行结构设计。采用基于模态的Pushover分析方法(MPA法),对某高墩连续刚构桥梁进行抗震性能分析,根据建筑结构设计规范,要求振型参与质量之和需达到90%。通过理论分析,提出以振型贡献率提取振型参与计算的加载模式,剔除振型贡献参与质量比低于1%的振型,对高墩大跨连续刚构桥进行了推覆分析。这样既避免了全部模态参与计算的繁琐,又考虑了高阶振型的影响,并与弹塑性时程响应结果进行了对比。计算结果表明,修改的MPA法(MMPA法)应用于高墩连续刚构桥的抗震性能分析是可行的。
To solve the problem of complicatedness and large amount of computations in elastic-plactic time history analysis,a mode-based pushover analysis method(MPA method) was developed to analyse.The antiseismic performance of a continuous rigid frame bridge with high piers.According to the construction design codes in China,the sum of participating masses of concerned vibration modes should exceed 90% of the total structural mass.Based on the modal participation mass ratios,some high order vibration modes were taken into account in the analysis while those vibration modes with the modal participation mass ratio less than 1% were neglected.In this way,the large amount of computations can be avoided while the effect of high order modes can be considered.The MMPS method(modified mode-based pushover analysis method) was thus developed.A comparison between the MMPA method and the elastic-plastic time-history method was made.The result shows that the proposed method(MMPA method) is of a satisfactory accuracy.It is an easy-use method for bridge engineers.
To solve the problem of complicatedness and large amount of computations in elastic-plactic time history analysis,a mode-based pushover analysis method(MPA method) was developed to analyse.The antiseismic performance of a continuous rigid frame bridge with high piers.According to the construction design codes in China,the sum of participating masses of concerned vibration modes should exceed 90% of the total structural mass.Based on the modal participation mass ratios,some high order vibration modes were taken into account in the analysis while those vibration modes with the modal participation mass ratio less than 1% were neglected.In this way,the large amount of computations can be avoided while the effect of high order modes can be considered.The MMPS method(modified mode-based pushover analysis method) was thus developed.A comparison between the MMPA method and the elastic-plastic time-history method was made.The result shows that the proposed method(MMPA method) is of a satisfactory accuracy.It is an easy-use method for bridge engineers.
引文
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[16]张晨南.推倒分析方法在高架桥系统抗震分析中的应用[D].上海:同济大学,2003.
[17]朱丽佳.考虑P-Δ效应的钢筋混凝土框架结构Push-over分析[D].西安:西安理工大学,2005.
[18]陈星烨,颜东煌.某连续刚构梁桥的弹塑性抗震性能分析[J].中外公路,2008,28(3):75-81.
[2]Une H,Kawashima K,Shoji G.Pushover analysis of a framebridge[J].Journal of Structural Engineerin,1999,45A:947-956.
[3]Fajfar P,Gaspersic P.A simplified nonlinear method forseismic evaluation of RC bridges[C].Pro.6th U.S.NationalConference On Earthquake Engineering,Seattle,CD-ROM,EERI,Oakland,1998.
[4]Thomas A.SR5 lake aashington ship canal bridge pushoveranalysis[J].Computers and Structures,1999,72:63-80.
[5]Zheng Y I,et al.Seismic response predictions of multi-spansteel bridges through pushover analysis[J].EarthquakeEngineering and Structural Dynamics,2003,32:1259-1274.
[6]GBJ 11—89.建筑抗震设计规范[S].北京:中国建筑工业出版社,1989.
[7]JTJ004—89.公路工程抗震设计规范[S].北京:人民交通出版社,2000.
[8]Gupta B,Kunnath S K.Adaptive spectra-based pushoverprocedure for seismic evaluation of structures[J].EarthquakeSpectra,2000,16(2):367-391.
[9]Chopra AK,Goel R K.Amodal pushover analysis procedurefor estimating seismic demands for buildings[C].Earthquake Engineering and Structural Dynamics,2002,31:561-582.
[10]常岭.桥梁的抗震变形能力[J].工程抗震与加固改造,1987,3(4):20-26.
[11]Vassilis K P,Amr S E.Evaluation of conventional andadaptive pushover analysisⅠ:methodology[J].Journal ofEarthquake Engineering,2005,9(6):923-941.
[12]王克海.基于模态分析的Push-over方法在桥梁抗震分析中的应用[J].铁道学报,2006,28(2):79-84.
[13]王东升,翟桐,郭明珠.利用Pushover方法分析桥梁的抗震安全性[J].世界地震工程,2000,16(2):47-51.
[14]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[15]陈星烨.连续刚构桥的Pushover分析与应用[J].中南大学学报,2008,39(1):202-208.
[16]张晨南.推倒分析方法在高架桥系统抗震分析中的应用[D].上海:同济大学,2003.
[17]朱丽佳.考虑P-Δ效应的钢筋混凝土框架结构Push-over分析[D].西安:西安理工大学,2005.
[18]陈星烨,颜东煌.某连续刚构梁桥的弹塑性抗震性能分析[J].中外公路,2008,28(3):75-81.
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