基于强度折减系数谱的规则桥梁弹塑性地震反应分析方法
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摘要
选用43次地震中获得的350条地震波,进行单自由度(SDOF)系统的非线性时程分析。运用统计回归方法,得到4类场地上SDOF系统强度折减系数与弹性周期和位移延性比的关系谱。将规则桥梁等效为SDOF系统,提出利用弹性反应谱和强度折减系数谱计算规则桥梁最大弹塑性地震反应的简化方法。等效SDOF系统的恢复力关系通过桥墩塑性铰截面的弯矩-曲率分析确定,并考虑了桥墩基础弹性变形的影响。运用给出的简化方法和非线性时程分析,对32 m铁路简支梁桥在罕遇地震下自振周期及墩顶最大位移进行计算,验证了该方法的有效性。该方法既可用于桥梁结构的抗震设计,也可用于抗震评估分析。
Total 350 recorded earthquake waves in the past 43 earthquakes are used for nonlinear time history analysis of single-degree-of-freedom(SDOF) systems.The strength reduction factor spectra for 4 site conditions related to elastic period and displacement ductility ratio of SDOF systems are obtained using statistical and regression analysis.Regular bridges are transformed to equivalent SDOF systems.A simplified method for determining the maximum inelastic response of regular bridges directly by elastic response spectra analysis and strength reduction factor spectra is proposed.In the proposed method,the force-displacement relationship of the SDOF system is constructed using moment-curvature analysis of the plastic region section of bridge piers.The soil-foundation interaction is considered.The natural period and maximum pier top displacement of a 32 m simply-supported railway bridge subjected to rare earthquakes are calculated using the proposed simplified method and nonlinear time history analysis method,and results show that the proposed method is effective.The proposed method can be used for seismic design of new bridges as well as seismic assessment of existing bridges.
Total 350 recorded earthquake waves in the past 43 earthquakes are used for nonlinear time history analysis of single-degree-of-freedom(SDOF) systems.The strength reduction factor spectra for 4 site conditions related to elastic period and displacement ductility ratio of SDOF systems are obtained using statistical and regression analysis.Regular bridges are transformed to equivalent SDOF systems.A simplified method for determining the maximum inelastic response of regular bridges directly by elastic response spectra analysis and strength reduction factor spectra is proposed.In the proposed method,the force-displacement relationship of the SDOF system is constructed using moment-curvature analysis of the plastic region section of bridge piers.The soil-foundation interaction is considered.The natural period and maximum pier top displacement of a 32 m simply-supported railway bridge subjected to rare earthquakes are calculated using the proposed simplified method and nonlinear time history analysis method,and results show that the proposed method is effective.The proposed method can be used for seismic design of new bridges as well as seismic assessment of existing bridges.
引文
[1]FREEMAN S A,NICOLETTI J P,TYRELL J V.Evaluation of Existing Buildings for Seismic Risks-A Case Studyof Puget Sound Naval Shipyard[C]//Proceedings of the 1st US National Conference on Earthquake Engineering.Berkeley,California:EERI,1975:113-122.
[2]Applied Technology Council.ATC-40 Seismic Evaluation and Retrofit of Concrete Buildings[R].California:Ap-plied Technology Council,1996.
[3]Federal Emergency Management Agency.FEMA273 NEHRP Guidelines for the Seismic Rehabilitation of Buildings[R].Washington:Federal Emergency Management Agency,1997.
[4]中华人民共和国.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[5]CHOPRA A K,GOEL R K.Evaluation of NSP to Estimate Seismic Deformation:SDF Systems[J].Journal ofStructural Engineering,ASCE,2000,126(4):482-490.
[6]赵冠远,阎贵平.一种基于能力谱法的位移抗震设计方法[J].中国铁道科学,2002,23(3):64-67.(ZHAO Guanyuan,YAN Guiping.Capacity-Spectrum-Based Displacement Seismic Design[J].China Railway Sci-ence,2002,23(3):64-67.in Chinese)
[7]FAJFAR P.Capacity Spectrum Method Based on Inelastic Demand Spectra[J].Earthquake Engineering&Structur-al Dynamics,1999,21:979-993.
[8]NEWMARK N M,HALL W J.Seismic Design Criteria for Nuclear Reactor Facilities[C]//Proceedings of the 4thWCEE.Santiago,Chile:Chilean Association on Seismology and Earthquake Engineering,1969:37-50.
[9]RIDDELL R.Inelastic Design Spectra Accounting for Soil Conditions[J].Earthquake Engineering&Structural Dy-namics,1995,24:1491-1510.
[10]NASSAR A A,KRAWINKLER H.Seismic Demand for SDOF and MDOF System[R].California:The John A.Blume Earthquake Engineering Center,1991.
[11]MIRANDA E.Site-Dependent Strength-Reduction Factors[J].Journal of Structural Engineering,ASCE,1993,119(12):3503-3519.
[12]VIDIC T,FAJFAR P,FISCHINGER M.Consistent Inelastic Design Spectra:Strength and Displacement[J].Earthquake Engineering&Structural Dynamics,1994,23(5):507-521.
[13]卓卫东.桥梁延性抗震研究[D].上海:同济大学,2000.(ZHUO Weidong.Study on Ductile Seismic Design for Highway Bridges[D].Shanghai:Tongji University,2000.in Chinese)
[14]赵冠远.钢筋混凝土桥梁非线性分析与基于性能的抗震设计[D].北京:北京交通大学,2006.(ZHAO Guanyuan.Nonlinear Analysis and Performance-Based Seismic Design of Reinforced Concrete Bridges[D].Beijing:Beijing Jiaotong University,2006.in Chinese)history analysis of single-degree-of-freedom(SDOF)systems.The strength reduction factor spectra for 4site conditions related to elastic period and displacement ductility ratio of SDOF systems are obtained usingstatistical and regression analysis.Regular bridges are transformed to equivalent SDOF systems.Asimplified method for determining the maximum inelastic response of regular bridges directly by elasticresponse spectra analysis and strength reduction factor spectra is proposed.In the proposed method,theforce-displacement relationship of the SDOF system is constructed using moment-curvature analysis of theplastic region section of bridge piers.The soil-foundation interaction is considered.The natural period andmaximum pier top displacement of a 32 m simply-supported railway bridge subjected to rare earthquakesare calculated using the proposed simplified method and nonlinear time history analysis method,and resultsshow that the proposed method is effective.The proposed method can be used for seismic design of newbridges as well as seismic assessment of existing bridges.
[2]Applied Technology Council.ATC-40 Seismic Evaluation and Retrofit of Concrete Buildings[R].California:Ap-plied Technology Council,1996.
[3]Federal Emergency Management Agency.FEMA273 NEHRP Guidelines for the Seismic Rehabilitation of Buildings[R].Washington:Federal Emergency Management Agency,1997.
[4]中华人民共和国.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[5]CHOPRA A K,GOEL R K.Evaluation of NSP to Estimate Seismic Deformation:SDF Systems[J].Journal ofStructural Engineering,ASCE,2000,126(4):482-490.
[6]赵冠远,阎贵平.一种基于能力谱法的位移抗震设计方法[J].中国铁道科学,2002,23(3):64-67.(ZHAO Guanyuan,YAN Guiping.Capacity-Spectrum-Based Displacement Seismic Design[J].China Railway Sci-ence,2002,23(3):64-67.in Chinese)
[7]FAJFAR P.Capacity Spectrum Method Based on Inelastic Demand Spectra[J].Earthquake Engineering&Structur-al Dynamics,1999,21:979-993.
[8]NEWMARK N M,HALL W J.Seismic Design Criteria for Nuclear Reactor Facilities[C]//Proceedings of the 4thWCEE.Santiago,Chile:Chilean Association on Seismology and Earthquake Engineering,1969:37-50.
[9]RIDDELL R.Inelastic Design Spectra Accounting for Soil Conditions[J].Earthquake Engineering&Structural Dy-namics,1995,24:1491-1510.
[10]NASSAR A A,KRAWINKLER H.Seismic Demand for SDOF and MDOF System[R].California:The John A.Blume Earthquake Engineering Center,1991.
[11]MIRANDA E.Site-Dependent Strength-Reduction Factors[J].Journal of Structural Engineering,ASCE,1993,119(12):3503-3519.
[12]VIDIC T,FAJFAR P,FISCHINGER M.Consistent Inelastic Design Spectra:Strength and Displacement[J].Earthquake Engineering&Structural Dynamics,1994,23(5):507-521.
[13]卓卫东.桥梁延性抗震研究[D].上海:同济大学,2000.(ZHUO Weidong.Study on Ductile Seismic Design for Highway Bridges[D].Shanghai:Tongji University,2000.in Chinese)
[14]赵冠远.钢筋混凝土桥梁非线性分析与基于性能的抗震设计[D].北京:北京交通大学,2006.(ZHAO Guanyuan.Nonlinear Analysis and Performance-Based Seismic Design of Reinforced Concrete Bridges[D].Beijing:Beijing Jiaotong University,2006.in Chinese)history analysis of single-degree-of-freedom(SDOF)systems.The strength reduction factor spectra for 4site conditions related to elastic period and displacement ductility ratio of SDOF systems are obtained usingstatistical and regression analysis.Regular bridges are transformed to equivalent SDOF systems.Asimplified method for determining the maximum inelastic response of regular bridges directly by elasticresponse spectra analysis and strength reduction factor spectra is proposed.In the proposed method,theforce-displacement relationship of the SDOF system is constructed using moment-curvature analysis of theplastic region section of bridge piers.The soil-foundation interaction is considered.The natural period andmaximum pier top displacement of a 32 m simply-supported railway bridge subjected to rare earthquakesare calculated using the proposed simplified method and nonlinear time history analysis method,and resultsshow that the proposed method is effective.The proposed method can be used for seismic design of newbridges as well as seismic assessment of existing bridges.
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