考虑土-结构相互作用的桥梁脆弱性分析方法及其应用
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摘要
将FEMA440考虑土-结构相互作用的能力谱方法与桥梁脆弱性分析相结合,提出能够综合考虑地基柔性效应、运动学效应和基础阻尼效应的桥梁脆弱性分析方法,再结合所统计的与我国桥梁抗震设计规范相容的强度折减系数谱,对某城市高架梁式桥进行脆弱性分析,建立相应的脆弱性曲线,并与非线性动力时程分析法和不考虑土-结构相互作用的脆弱性分析法所建立的脆弱性曲线进行比较。计算结果表明:所建立的考虑土-结构相互作用的脆弱性曲线与非线性动力时程分析的计算结果十分接近,而不考虑土-结构相互作用的脆弱性曲线则与实际情况有较大差距。可见,该方法可以较为准确地对考虑土-结构相互作用的桥梁结构进行脆弱性分析,这也验证了该法应用于我国桥梁结构抗震性能评估的可行性。
By combining vulnerability analysis with capacity spectrum method considering soil-structure interaction effects in FEMA440,a new bridge vulnerability analysis,which considers flexible foundation effect,kinematical effect and foundation damping effect,is proposed.Based on the reduction factor spectra that are compatible with Chinese code of seismic design for bridges,the vulnerability analysis considering soil-structure interaction effects is applied in the vulnerability analysis of the viaduct.The vulnerability curves of the viaduct are obtained.By comparing with nonlinear time-history analysis results and vulnerability curves without considering soil-structure interaction effects,it can be concluded that the vulnerability analysis considering soil-structure interaction effects is more accurate than the vulnerability analysis without considering soil-structure interaction effects.So,it can be found that the new vulnerability analysis method proposed in this paper can obtain more accurate results by considering soil-structure interaction effects.Meanwhile,the practicability of this new method for bridge seismic evaluation is also certified.
By combining vulnerability analysis with capacity spectrum method considering soil-structure interaction effects in FEMA440,a new bridge vulnerability analysis,which considers flexible foundation effect,kinematical effect and foundation damping effect,is proposed.Based on the reduction factor spectra that are compatible with Chinese code of seismic design for bridges,the vulnerability analysis considering soil-structure interaction effects is applied in the vulnerability analysis of the viaduct.The vulnerability curves of the viaduct are obtained.By comparing with nonlinear time-history analysis results and vulnerability curves without considering soil-structure interaction effects,it can be concluded that the vulnerability analysis considering soil-structure interaction effects is more accurate than the vulnerability analysis without considering soil-structure interaction effects.So,it can be found that the new vulnerability analysis method proposed in this paper can obtain more accurate results by considering soil-structure interaction effects.Meanwhile,the practicability of this new method for bridge seismic evaluation is also certified.
引文
[1]王建民,朱晞.地震作用下高架桥结构的脆弱性[J].中国公路学报,2007,20(1):68-72(Wang Jianmin,ZhuXi.Fragility of viaduct structure under seismic effect[J].China Journal of Highway and Transport,2007,20(1):68-72(in Chinese))
[2]王建民.基于概率的桥梁结构抗震性能研究[D].北京:北京交通大学,2006(Wang Jianmin.Study onseismic performance of bridge structures based onprobabilistic[D].Beijing:Beijing Jiaotong University,2006(in Chinese))
[3]Dutta A,Mander J B.Seismic fragility analysis of highwaybridges[R].Tokyo,Japan:INCEDE–MCEER Center-to-Center Workshop on Earthquake Engineering Frontiers inTransportation Systems,1998
[4]李宇.考虑残余位移和土-结构相互作用的桥梁结构基于性能的抗震设计及评估[D].北京:北京交通大学,2010(Li Yu.Research on performance-based seismicdesign and evaluation for bridge structures consideringresidual displacement and soil-structure interaction effects[D].Beijing:Beijing Jiaotong University,2010(inChinese))
[5]Shinozuka M,Feng M Q,Kim H K,et al.Nonlinear staticprocedure for fragility curve development[J].Journal ofEngineering Mechanics,2000,126(12):1287-1296
[6]Applied Technology Council.Seismic evaluation andretrofit of concrete buildings[R].Redwood City,California:Applied Technology Council,1996
[7]Federal Emergency Management Agency.Prestandard andcommentary for the seismic rehabilitation of buildings[R].Washington DC:Federal Emergency ManagementAgency,2000
[8]Federal Emergency Management Agency.Improvement ofnonlinear static seismic analysis procedures[R].Washington DC:Federal Emergency ManagementAgency,2005
[9]李宇,朱晞,杨庆山.考虑土-结构相互作用的能力谱法在铁路桥梁中的应用[J].铁道学报,2011,33(5):109-114(Li Yu,Zhu Xi,Yang Qingshan.Application ofcapacity spectrum method considering soil-structureinteraction effects in railway bridge engineering[J].Journal of the China Railway Society,2011,33(5):109-114(in Chinese))
[10]李宇,朱晞,杨庆山.多振型效应对铁路高柔桥墩弹塑性地震响应的影响[J].铁道学报,2011,33(11):99-105(Li Yu,Zhu Xi,Yang Qingshan.Effects of multiple-mode vibration on elastic-plastic seismic responses of highflexible piers of railway bridge[J].Journal of the ChinaRailway Society,2011,33(11):99-105(in Chinese))
[11]Cornell C A,Krawinkler H.Progress and challenges inseismic performance assessment[R].Boston:PEERCenter News,2000
[12]Mackie K,Stojadinovic B.Fragility curves for reinforcedconcrete highway overpass bridges[C]//Proceedings of the13th World Conference on Earthquake Engineering.Vancouver,2004
[13]Mander J B,Basoz N.Seismic fragility curve theory forhighway bridges[C]//Proceedings of the 5th USConference on Lifeline Earthquake Engineering.NewYork:ASCE,1999
[14]GB50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006(GB50111—2006Code for seismicdesign of railway engineering[S].Beijing:China PlanningPress,2006(in Chinese))
[15]TB10002.5—99铁路桥涵地基和基础设计规范[S].北京:中国铁道出版社,2000(TB10002.5—99Code fordesign on subsoil and foundation of railway bridge andculvert[S].Beijing:China Railway Publishing House,2000(in Chinese))
[16]Nassar A A,Krawinkler H.Seismic demands for SDOFand MDOF systems[R].California:StanfordUniversity,1991
[17]Vidic T,Fajfar P,Fischinger M.Consistent inelasticdesign spectra:strength and displacement[J].EarthquakeEngineering and Structural Dynamics,1994,23(5):507-521
[18]Ordaz M,Perez-Rocha L E.Estimation of strength-reduction factors for elastoplastic systems:a new approach[J].Earthquake Engineering and Structural Dynamics,1998,27(9):889-901
[19]JTG/T B02-01—2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008(JTG/T B02-01—2008Guidelines for seismic design of highway bridges[S].Beijing:China Communications Press,2008(inChinese))
[2]王建民.基于概率的桥梁结构抗震性能研究[D].北京:北京交通大学,2006(Wang Jianmin.Study onseismic performance of bridge structures based onprobabilistic[D].Beijing:Beijing Jiaotong University,2006(in Chinese))
[3]Dutta A,Mander J B.Seismic fragility analysis of highwaybridges[R].Tokyo,Japan:INCEDE–MCEER Center-to-Center Workshop on Earthquake Engineering Frontiers inTransportation Systems,1998
[4]李宇.考虑残余位移和土-结构相互作用的桥梁结构基于性能的抗震设计及评估[D].北京:北京交通大学,2010(Li Yu.Research on performance-based seismicdesign and evaluation for bridge structures consideringresidual displacement and soil-structure interaction effects[D].Beijing:Beijing Jiaotong University,2010(inChinese))
[5]Shinozuka M,Feng M Q,Kim H K,et al.Nonlinear staticprocedure for fragility curve development[J].Journal ofEngineering Mechanics,2000,126(12):1287-1296
[6]Applied Technology Council.Seismic evaluation andretrofit of concrete buildings[R].Redwood City,California:Applied Technology Council,1996
[7]Federal Emergency Management Agency.Prestandard andcommentary for the seismic rehabilitation of buildings[R].Washington DC:Federal Emergency ManagementAgency,2000
[8]Federal Emergency Management Agency.Improvement ofnonlinear static seismic analysis procedures[R].Washington DC:Federal Emergency ManagementAgency,2005
[9]李宇,朱晞,杨庆山.考虑土-结构相互作用的能力谱法在铁路桥梁中的应用[J].铁道学报,2011,33(5):109-114(Li Yu,Zhu Xi,Yang Qingshan.Application ofcapacity spectrum method considering soil-structureinteraction effects in railway bridge engineering[J].Journal of the China Railway Society,2011,33(5):109-114(in Chinese))
[10]李宇,朱晞,杨庆山.多振型效应对铁路高柔桥墩弹塑性地震响应的影响[J].铁道学报,2011,33(11):99-105(Li Yu,Zhu Xi,Yang Qingshan.Effects of multiple-mode vibration on elastic-plastic seismic responses of highflexible piers of railway bridge[J].Journal of the ChinaRailway Society,2011,33(11):99-105(in Chinese))
[11]Cornell C A,Krawinkler H.Progress and challenges inseismic performance assessment[R].Boston:PEERCenter News,2000
[12]Mackie K,Stojadinovic B.Fragility curves for reinforcedconcrete highway overpass bridges[C]//Proceedings of the13th World Conference on Earthquake Engineering.Vancouver,2004
[13]Mander J B,Basoz N.Seismic fragility curve theory forhighway bridges[C]//Proceedings of the 5th USConference on Lifeline Earthquake Engineering.NewYork:ASCE,1999
[14]GB50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006(GB50111—2006Code for seismicdesign of railway engineering[S].Beijing:China PlanningPress,2006(in Chinese))
[15]TB10002.5—99铁路桥涵地基和基础设计规范[S].北京:中国铁道出版社,2000(TB10002.5—99Code fordesign on subsoil and foundation of railway bridge andculvert[S].Beijing:China Railway Publishing House,2000(in Chinese))
[16]Nassar A A,Krawinkler H.Seismic demands for SDOFand MDOF systems[R].California:StanfordUniversity,1991
[17]Vidic T,Fajfar P,Fischinger M.Consistent inelasticdesign spectra:strength and displacement[J].EarthquakeEngineering and Structural Dynamics,1994,23(5):507-521
[18]Ordaz M,Perez-Rocha L E.Estimation of strength-reduction factors for elastoplastic systems:a new approach[J].Earthquake Engineering and Structural Dynamics,1998,27(9):889-901
[19]JTG/T B02-01—2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008(JTG/T B02-01—2008Guidelines for seismic design of highway bridges[S].Beijing:China Communications Press,2008(inChinese))
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