屈服后刚度对建筑结构地震响应影响的研究
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摘要
为准确预测强震下结构弹塑性响应,实现基于性能的抗震设计方法,有必要研究结构屈服后刚度对结构弹塑性地震响应离散程度的影响。根据单自由度体系和多自由度体系的大量的弹塑性时程动力分析,研究了屈服后刚度对结构弹塑性地震响应的影响规律。分析研究结果表明:对于单自由度体系,在中长周期范围,最大弹塑性位移响应及其离散性随屈服后刚度的增大变化不大;在短周期范围,最大弹塑性位移响应及其离散性随屈服后刚度的增大显著减小。对于多自由度体系,随屈服后刚度增大,延性需求和累积滞回耗能分布趋于均匀,最大弹塑性层间位移响应的离散性显著减小。最后讨论了提高结构屈服后刚度的措施,并通过典型算例说明了在结构系统层次上实现强化型结构的方法。
The accurate prediction of elasto-plastic structural response is necessary for establishing the performance based seismic design method of building structures.The influence of post-yield stiffness of structures on the dispersion of elasto-plastic structural response is studied based on a large number of elasto-plastic time-history analysis of single-degree-of-freedom(SDOF) and multi-degree-of-freedom(MDOF) systems.The analytical results show that: for SDOF systems with moderate or long vibration periods,the maximal elasto-plastic displacements and the corresponding dispersions will not obviously change with larger post-yield structural stiffness.On the contrary,the maximal elasto-plastic displacements and the corresponding dispersions will obviously be reduced by larger post-yield stiffness for SDOF systems with short vibration periods.And for MDOF systems with larger post-yield stillness,the ductility factors and energy dissipations tend to be evenly distributed,together with obvious smaller dispersions of maximal elasto-plastic inter-story drift.The paper also discusses measures to increase the structural post-yield stiffness and three typical examples are presented to illustrate the methods of building up a hardening-type structure from the structural systematic level consideration.
The accurate prediction of elasto-plastic structural response is necessary for establishing the performance based seismic design method of building structures.The influence of post-yield stiffness of structures on the dispersion of elasto-plastic structural response is studied based on a large number of elasto-plastic time-history analysis of single-degree-of-freedom(SDOF) and multi-degree-of-freedom(MDOF) systems.The analytical results show that: for SDOF systems with moderate or long vibration periods,the maximal elasto-plastic displacements and the corresponding dispersions will not obviously change with larger post-yield structural stiffness.On the contrary,the maximal elasto-plastic displacements and the corresponding dispersions will obviously be reduced by larger post-yield stiffness for SDOF systems with short vibration periods.And for MDOF systems with larger post-yield stillness,the ductility factors and energy dissipations tend to be evenly distributed,together with obvious smaller dispersions of maximal elasto-plastic inter-story drift.The paper also discusses measures to increase the structural post-yield stiffness and three typical examples are presented to illustrate the methods of building up a hardening-type structure from the structural systematic level consideration.
引文
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[3]Gupta A,Krawinkler H.Behavior of ductile SMRFs atvarious seismic hazard levels[J].Journal of StructuralEngineering,ASCE,2000,126(1):98-107.
[4]经杰.双重结构基于位移抗震设计方法的研究[D].北京:清华大学,2002.(Jing Jie.Studies ondisplacement-based seismic design for dual structures[D].Beijing:Tsinghua University,2002.(inChinese))
[5]周靖.钢筋混凝土框架结构基于性能系数抗震设计法的基础研究[D].广州:华南理工大学,2006.(Zhou Jing.Basic research of behaviour factor-basedseismic design method of RC frame structure[D].Guangzhou:South China University of Technology,2006.(in Chinese))
[6]Iemura H,Takahashi Y,Sogabe N.Two-level seismicdesign method using post-yield stiffness and itsapplication to unbonded bar reinforced concrete piers[J].Structural Engineering/Earthquake Engineering,2006,23(1):109-116.
[7]Christopoulos C,Pampanin S.Towards performance-based seismic design of MDOF structures with explicitconsideration of residual deformations[J].Journal ofEarthquake Technology,2004,41(1):53-73.
[8]经杰,叶列平,钱稼茹.基于能量概念的剪切型多自由度结构弹塑性地震位移反应分析[J].工程力学,2003,20(3):31-37.(Jing Jie,Ye Lieping,QianJiaru.Inelastic seismic response of lumped mass MDOFsystems based on energy concept[J].EngineeringMechanics,2003,20(3):31-37.(in Chinese))
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[12]Newmark N M.Earthquake resistant design and ATCprovisions[C]//Proceedings of the 3rd WorldConference on Earthquake Engineering.New Zealand:Auckland and Wellington,1979:609-651.
[13]王前信.弹塑性反应谱[R].地震工程研究报告集,第二集,北京:科学出版社,1965.(Wang Qianxin.Elasto-plastic response spectrum[R].EarthquakeEngineering Research Reports,Volume II,Beijing:Science Press,1965.(in Chinese))
[14]Chen D.Ductility spectra and collapse spectra forearthquake resistant structures[C]//Proceedings of the7th European Conference on Earthquake Engineering.Greece:Technical Chamber of Greece,1982:43-51.
[15]Miranda E,Bertero V.Evaluation of strength reductionfactors for earthquake-resistant design[J].EarthquakeSpectra,1994,10(2):357-379.
[16]Macrae G A,Kawashima K.Post-earthquake residualdisplacements of bilinear oscillators[J].EarthquakeEngineering and Structural Dynamics,1997,26(7):701-716.
[17]Borzi B,Calvi G M,Elnashai AS,Faccioli E,BommerJ.Inelastic spectra for displacement-based seismicdesign[J].Soil Dynamics and EarthquakeEngineering,2001,21(1):47-61.
[18]Christopoulos C,Filiatrault A,Folz B.Seismicresponse of self-centering hysteretic SDOF systems[J].Earthquake Engineering and Structural Dynamics,2002,31(5):1131-1150.
[19]Pampanin S,Christopoulos C,Priestley M J N.Performance-based seismic response of frame structuresincluding residual deformations.Part I:Single-degreeof freedom systems[J].Journal of EarthquakeEngineering,2003,7(1):97-118.
[20]赵永峰,童根树.修正Clough滞回模型下的地震力调整系数[J].土木工程学报,2006,39(10):34-41.(Zhao Yongfeng,Tong Genshu.Seismic forcemodification factors for structures with modified-Cloughhysteretic model[J].China Civil Engineering Journal,2006,39(10):34-41.(in Chinese))
[21]Nielsen N N,Imbeault F A.Validity of varioushysteretic systems[C]//Proceedings of the 3rd JapanNational Conference on Earthquake Engineering.Tokyo:Yokohama,1971:707-714.
[22]Shunsuke O.Single degree of freedom(SDF)[CP].Tokyo:University of Tokyo,1996[2008-1].
[23]Somerville P.Development of ground motion timehistories for phase 2 of the FEMA/SAC steel project[R].Sacramento:SAC Joint Venture,1997.
[24]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[25]Pacific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].California:Berkley,2005[Sep,2005].http://peer.berkeley.edu/smcat/index.html.
[26]Nakashima M,Saburi K,Tsuji B.Energy input anddissipation behavior of structures with hystereticdampers[J].Earthquake Engineering and StructuralDynamics,1996,25(5):483-496.
[27]Connor J J,Wada A,Iwata M,et al.Damage-controlled structures I:Preliminary design methodologyfor seismically active regions[J].Journal of StructuralEngineering,1997,123(4):423-431.
[28]Pettinga D,Christopoulos C,Pampanin S,et al.Effectiveness of simple approaches in mitigating residualdeformations in buildings[J].Earthquake Engineeringand Structural Dynamics,2007,36(12):1763-1783.
[29]Harada Y,Akiyama H.Seismic design of flexible-stiffmixed frame with energy concentration[J].Engineering Structures,1998,20(12):1039-1044.
[30]叶列平.体系能力设计法与基于性态/位移抗震设计[J].建筑结构,2004,34(6):10-14.(Ye Lieping.Structure system capacity design approach andperformance/displacement-based seismic design[J].Building Structure,2004,34(6):10-14.(inChinese))
[31]叶列平,Asad U Q,马千里,等.高强钢筋对框架结构抗震破坏机制和性能控制的研究[J].工程抗震与加固改造,2006,28(1):8-24.(Ye Lieping,AsadUQ,Ma Qianli,et al.Study on failure mechanism andseismic performance of passive control RC frame againstearthquake[J].Earthquake Resistant Engineering,2006,28(1):8-24.(in Chinese))
[32]叶列平,陆新征,冯鹏,等.高强高性能工程结构材料与现代工程结构及其设计理论的发展[C]//第一届结构工程新进展国际论坛文集.北京:中国建筑工业出版社,2006,208-250.(Ye Lieping,LuXinzheng,Feng Peng,et al.High strength/performance structural materials and the developmentsof modern engineering structures and the design theory[C]//Proceedings of the 1st International Forum onAdvances in Structural Engineering.Beijing:ChinaArchitecture&Building Press,2006:208-250.(inChinese))
[33]Asad U Q.Study on passive control of RC frame withhigh strength reinforcements in the columns[D].Beijing:Tsinghua University,2007.
[2]叶列平,经杰.论结构抗震设计方法[C]//第六届全国地震工程会议论文集.南京:东南大学出版社,2002:419-429.(Ye Lieping,Jing Jie.Discussion onstructural seismic design methods[C]//Proceedings ofthe 6th National Conference on EarthquakeEngineering.Nanjing:Southeast University Press,2002:419-429.(in Chinese))
[3]Gupta A,Krawinkler H.Behavior of ductile SMRFs atvarious seismic hazard levels[J].Journal of StructuralEngineering,ASCE,2000,126(1):98-107.
[4]经杰.双重结构基于位移抗震设计方法的研究[D].北京:清华大学,2002.(Jing Jie.Studies ondisplacement-based seismic design for dual structures[D].Beijing:Tsinghua University,2002.(inChinese))
[5]周靖.钢筋混凝土框架结构基于性能系数抗震设计法的基础研究[D].广州:华南理工大学,2006.(Zhou Jing.Basic research of behaviour factor-basedseismic design method of RC frame structure[D].Guangzhou:South China University of Technology,2006.(in Chinese))
[6]Iemura H,Takahashi Y,Sogabe N.Two-level seismicdesign method using post-yield stiffness and itsapplication to unbonded bar reinforced concrete piers[J].Structural Engineering/Earthquake Engineering,2006,23(1):109-116.
[7]Christopoulos C,Pampanin S.Towards performance-based seismic design of MDOF structures with explicitconsideration of residual deformations[J].Journal ofEarthquake Technology,2004,41(1):53-73.
[8]经杰,叶列平,钱稼茹.基于能量概念的剪切型多自由度结构弹塑性地震位移反应分析[J].工程力学,2003,20(3):31-37.(Jing Jie,Ye Lieping,QianJiaru.Inelastic seismic response of lumped mass MDOFsystems based on energy concept[J].EngineeringMechanics,2003,20(3):31-37.(in Chinese))
[9]Veletsos A S,Newmark N M.Effect of inelasticbehavior on the response of simple system to earthquakemotion[C]//Proceedings of the 2nd World Conferenceon Earthquake Engineering.Tokyo:Science Council ofJapan,1960:895-912.
[10]Newmark N M,Hall W J.A rational approach ofseismic design standards for structures[C]//Proceedings of the 5th World Conference on EarthquakeEngineering.Roma:Editrice Libraria,1973:2266-2277.
[11]Newmark N M.地震工程学[M].北京:科学出版社,1978.(Newmark N M.Earthquake Engineering[M].Bejing:Science Press,1978.(in Chinese))
[12]Newmark N M.Earthquake resistant design and ATCprovisions[C]//Proceedings of the 3rd WorldConference on Earthquake Engineering.New Zealand:Auckland and Wellington,1979:609-651.
[13]王前信.弹塑性反应谱[R].地震工程研究报告集,第二集,北京:科学出版社,1965.(Wang Qianxin.Elasto-plastic response spectrum[R].EarthquakeEngineering Research Reports,Volume II,Beijing:Science Press,1965.(in Chinese))
[14]Chen D.Ductility spectra and collapse spectra forearthquake resistant structures[C]//Proceedings of the7th European Conference on Earthquake Engineering.Greece:Technical Chamber of Greece,1982:43-51.
[15]Miranda E,Bertero V.Evaluation of strength reductionfactors for earthquake-resistant design[J].EarthquakeSpectra,1994,10(2):357-379.
[16]Macrae G A,Kawashima K.Post-earthquake residualdisplacements of bilinear oscillators[J].EarthquakeEngineering and Structural Dynamics,1997,26(7):701-716.
[17]Borzi B,Calvi G M,Elnashai AS,Faccioli E,BommerJ.Inelastic spectra for displacement-based seismicdesign[J].Soil Dynamics and EarthquakeEngineering,2001,21(1):47-61.
[18]Christopoulos C,Filiatrault A,Folz B.Seismicresponse of self-centering hysteretic SDOF systems[J].Earthquake Engineering and Structural Dynamics,2002,31(5):1131-1150.
[19]Pampanin S,Christopoulos C,Priestley M J N.Performance-based seismic response of frame structuresincluding residual deformations.Part I:Single-degreeof freedom systems[J].Journal of EarthquakeEngineering,2003,7(1):97-118.
[20]赵永峰,童根树.修正Clough滞回模型下的地震力调整系数[J].土木工程学报,2006,39(10):34-41.(Zhao Yongfeng,Tong Genshu.Seismic forcemodification factors for structures with modified-Cloughhysteretic model[J].China Civil Engineering Journal,2006,39(10):34-41.(in Chinese))
[21]Nielsen N N,Imbeault F A.Validity of varioushysteretic systems[C]//Proceedings of the 3rd JapanNational Conference on Earthquake Engineering.Tokyo:Yokohama,1971:707-714.
[22]Shunsuke O.Single degree of freedom(SDF)[CP].Tokyo:University of Tokyo,1996[2008-1].
[23]Somerville P.Development of ground motion timehistories for phase 2 of the FEMA/SAC steel project[R].Sacramento:SAC Joint Venture,1997.
[24]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[25]Pacific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].California:Berkley,2005[Sep,2005].http://peer.berkeley.edu/smcat/index.html.
[26]Nakashima M,Saburi K,Tsuji B.Energy input anddissipation behavior of structures with hystereticdampers[J].Earthquake Engineering and StructuralDynamics,1996,25(5):483-496.
[27]Connor J J,Wada A,Iwata M,et al.Damage-controlled structures I:Preliminary design methodologyfor seismically active regions[J].Journal of StructuralEngineering,1997,123(4):423-431.
[28]Pettinga D,Christopoulos C,Pampanin S,et al.Effectiveness of simple approaches in mitigating residualdeformations in buildings[J].Earthquake Engineeringand Structural Dynamics,2007,36(12):1763-1783.
[29]Harada Y,Akiyama H.Seismic design of flexible-stiffmixed frame with energy concentration[J].Engineering Structures,1998,20(12):1039-1044.
[30]叶列平.体系能力设计法与基于性态/位移抗震设计[J].建筑结构,2004,34(6):10-14.(Ye Lieping.Structure system capacity design approach andperformance/displacement-based seismic design[J].Building Structure,2004,34(6):10-14.(inChinese))
[31]叶列平,Asad U Q,马千里,等.高强钢筋对框架结构抗震破坏机制和性能控制的研究[J].工程抗震与加固改造,2006,28(1):8-24.(Ye Lieping,AsadUQ,Ma Qianli,et al.Study on failure mechanism andseismic performance of passive control RC frame againstearthquake[J].Earthquake Resistant Engineering,2006,28(1):8-24.(in Chinese))
[32]叶列平,陆新征,冯鹏,等.高强高性能工程结构材料与现代工程结构及其设计理论的发展[C]//第一届结构工程新进展国际论坛文集.北京:中国建筑工业出版社,2006,208-250.(Ye Lieping,LuXinzheng,Feng Peng,et al.High strength/performance structural materials and the developmentsof modern engineering structures and the design theory[C]//Proceedings of the 1st International Forum onAdvances in Structural Engineering.Beijing:ChinaArchitecture&Building Press,2006:208-250.(inChinese))
[33]Asad U Q.Study on passive control of RC frame withhigh strength reinforcements in the columns[D].Beijing:Tsinghua University,2007.
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