基于性能的地震工程研究的新进展及对结构非线性分析的要求
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摘要
结合国际地震工程界提出的新一代基于性能的地震工程的框架方法,重点阐述了性能评估中涉及的主要问题。对性能评估使用的静力非线性分析、动力非线性分析方法进行了总结,在此基础上详细阐述了在基于概率的性能评估中有应用前景的增量动力分析方法的概念、相关问题及其应用,并简要介绍了基于增量动力分析思想提出的一些简化方法。最后提出了今后研究的建议,特别是结构非线性分析方面的研究重点。
The main issues of performance evaluation are discussed with the introduction to the framework methodology of new generation of performance-based earthquake engineering proposed by international earthquake engineering profession.Present nonlinear analysis procedures for performance evaluation,such as nonlinear static analysis and nonlinear dynamic analysis,are reviewed,respectively.Then,the concept,the associated issues and the application of incremental dynamic analysis(IDA) approach,a promising method for probability-based performance evaluation,are discussed in detail.Furthermore,some simplified approaches based on IDA concept are introduced briefly.Finally,some recommendations for future research are presented,especially for structural nonlinear analysis.
The main issues of performance evaluation are discussed with the introduction to the framework methodology of new generation of performance-based earthquake engineering proposed by international earthquake engineering profession.Present nonlinear analysis procedures for performance evaluation,such as nonlinear static analysis and nonlinear dynamic analysis,are reviewed,respectively.Then,the concept,the associated issues and the application of incremental dynamic analysis(IDA) approach,a promising method for probability-based performance evaluation,are discussed in detail.Furthermore,some simplified approaches based on IDA concept are introduced briefly.Finally,some recommendations for future research are presented,especially for structural nonlinear analysis.
引文
[1]王亚勇.我国2000年工程抗震设计模式规范基本问题研究综述[J].建筑结构学报,2000,21(1):2-3.
[2]谢礼立.关于抗震设计样板规范[J].国际地震动态,2000(7):4-9.
[3]Park R,Paulay T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975.
[4]SEAOC.Vision 2000,Conceptual framework for performance-based seismic design[R].Sacramento,1995.
[5]FEMA.FEMA273,NEHRP guidelines for the seismic rehabilitation of buildings[R].Washington,D.C.,1997.
[6]FEMA.FEMA274,NEHRP commentary on the guidelines for the seismic rehabilitation of buildings[R].Washington,D.C.,1997.
[7]ASCE.FEMA356,Prestandard and commentary for the seismic rehabilitation of buildings[R].Washington,D.C.,2000.
[8]ATC.ATC-40,Seismic evaluation and retrofit of concrete buildings[R].Redwood City,CA,1996.
[9]Krawinkler H,Miranda E.Performance based earthquake engineering[M]//Earthquake Engineering:From Engineering Seismology to Perform-ance-Based Engineering-Chapter 9:Boca Raton:CRC Press LLC,2004.
[10]Wen Y K.Reliability and performance based design[C]//Proc.of the 8thASCE Specialty Conference on Probabilistic Mechanics and StructuralReliability.Notre Dame:2000.
[11]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[R].PEER Center News,2000,3(2):1-3.
[12]Cornell C A,Jalayer F,et al.Probabilistic basis for the 2000 SAC Federal Emergency Management Agency steel moment frame guidelines[J].ASCE Journal of Structural Engineering,2002,128(4):526-533.
[13]Ellingwood B R.Performance-based design:structural reliability considerations[C]//Proc.of Structures Congress 2000,Philadelphia,PA:SEI/ASCE,2000.
[14]Hamburger R O,Foutch D A,Cornell C A.Translating research to practice:FEMA/SAC performance-based design procedures[J].Earth-quake Spectra,2003,19(2):255-267.
[15]FEMA.FEMA350,Recommended seismic design criteria for new steel moment frame buildings[R].Washington,D.C.,2000.
[16]Deierlein G G.Overview of a comprehensive framework for earthquake performance assessment[C]//Proc.of the International Worksho PonPerformance-Based Seismic Design-Concepts and Implementation.Bled,Slovenia,2004.
[17]Moehle J P.and Deierlein,G G.Aframework methodology for performance-based earthquake engineering[C]//Proc.of13thWorld Conferenceon Earthquake Engineering.Vancouver.2004:679.
[18]ATC.FEMA440,Improvement of nonlinear static seismic analysis procedures[R].Redwood City,2005.
[19]ATC.FEMA445,Next-generation performance-based seismic design guidelines-program plan for newand existing buildings[R].RedwoodCity,2006.
[20]ATC.ATC-58 25%Complete Draft,Guidelines for seismic performance assessment of buildings[S].Redwood City,2005.
[21]Krawinkler H,Zareian F,et al.Decision support for conceptual performance-based design[J].Earthquake Engng Struct.Dyn.,2006,35(1):115-133.
[22]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engng Struct.Dyn.,2002,31(3):491-514.
[23]Comartin1 C D,Aschheim M,et al.A Summary of FEMA440:improvement of nonlinear static seismic analysis procedures[C]//Proc.of13thWorld Conference on Earthquake Engineering.Vancouver,2004:1476.
[24]Sasaki KK,Freeman S A,et al.Multimode pushover procedure(MMP)—a method to identify the effects of higher modes in a pushover analysis[C]//Proc.of the 6thU.S.National Conference on Earthquake Engineering.Seattle,1998.
[25]Chopra AK,Goel R K.Amodal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engng Struct.Dyn.,2002,31(3):561-582.
[26]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32-38.
[27]卢文生,吕西林.框架-剪力墙结构模态静力非线性抗震分析方法研究[J].地震工程与工程振动,2005,25(1):58-66.
[28]吕西林,朱杰江.高层建筑结构推覆分析及对设计的启示[J].建筑结构学报,2005,26(6):100-107.
[29]Elnashai A S.Do we really need inelastic dynamic analysis?[J].Journal of Earthquake Engineering,2002,6(S1):123-130.
[30]Moehle J P.Nonlinear analysis for performance-based earthquake engineering[J].Struct.Design Tall Spec.Build,2005,14(5):385-400.
[31]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[32]ASCE 7,Minimum design loads for buildings and other structures[S].Reston,VA:ASCE,2002.
[33]翟长海,谢礼立.估计和比较地震动潜在破坏势的综合评述[J].地震工程与工程振动,2002,22(5):1-7.
[34]Aschheim MA,Tjhin T,et al.The scaled non-linear dynamic procedure:a practical technique for overcoming limitations of the nonlinear staticprocedure[J].ISETJournal of Earthquake Technology,2004,41(1):127-140.
[35]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23(5):407-424.
[36]Luco N.Probabilistic seismic demand analysis,SMRF connection fractures,and near-source effects[D].CA.:Stanford Univ.,2001.
[37]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].CA.:Stanford Univ.,1999.
[38]Cordova PP,Deierlein G G,et al.Development of a two parameter seismic intensity measure and probabilistic assessment procedure[C]//Proc.2ndU.S.?Japan Worksho Pon Performance-Based Earthquake Engineering for Reinforced Concrete Building Structures.Sapporo,2000:195-214.
[39]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measures for seismic demand hazard analysis[C]//Proc.of 13thWorldConference on Earthquake Engineering.Vancouver,2004:3384.
[40]Mehanny S S,Deierlein G G.Modeling and assessment of seismic performance of composite frames with reinforced concrete columns and steelbeams[R].Report No.136,The John A.Blume Earthquake Engineering Center,Stanford University,Stanford,2000.
[41]Krawinkler H,Medina R,et al.Seismic drift and ductility demands and their dependence on ground motions[J].Engineering Structures,2003,25(5):637-653.
[42]Krawinkler H.Van Nuys hotel building testbed report:exercising seismic performance assessment[R].PEER Report 2005/11,2005.
[43]Comerio MC.PEER testbed study on a laboratory building exercising seismic performance assessment[R].PEER Report 2005/12,2005.
[44]Deierlein G G,Haselton C B.Developing consensus provisions to evaluate collapse of reinforced concrete buildings[C]//Proc.of the FirstNEES/E-Defense Worksho Pon Collapse Simulation of Reinforced Concrete Building Structures.Berkeley,2005:3-19.
[45]Charney F A.Applications in incremental dynamic analysis[C]//Proc.of the 2005 Structures Congress and the 2005 Forensic Engineering Sym-posium.New York,2005.
[46]Ibarra L F.Global collapse of frame structures under seismic excitations[D].CA.:Stanford Univ.,2003.
[47]Ibarra L F,Medina R and Krawinkler H.Hysteretic models that incorporate strength and stiffness deterioration[J].Earthquake Engng Struct.Dyn.,2005,34(12):1489-1511.
[48]Vamvatsikos D,Cornell C A.Direct estimation of seismic demand and capacity of multi-degree-of-freedom systems through incremental dy-namic analysis of single degree of freedom approximation[J].ASCE Journal of Structural Engineering,2005,131(4):589-599.
[49]Mofid M,Zarfam P,Fard B R.On the modal incremental dynamic analysis[J].Struct.Design Tall Spec.Build,2005,14(4):315-329.
[50]Han S W,Chopra A K.Approximate incremental dynamic analysis using the modal pushover analysis procedure[J].Earthquake Engng Struct.Dyn.(in press),2006.
[51]Dols^ek M,Fajfar P.IN2-A simple alternative for IDA[C]//Proc.of 13thWorld Conference on Earthquake Engineering.Vancouver,2004:3353.
[2]谢礼立.关于抗震设计样板规范[J].国际地震动态,2000(7):4-9.
[3]Park R,Paulay T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975.
[4]SEAOC.Vision 2000,Conceptual framework for performance-based seismic design[R].Sacramento,1995.
[5]FEMA.FEMA273,NEHRP guidelines for the seismic rehabilitation of buildings[R].Washington,D.C.,1997.
[6]FEMA.FEMA274,NEHRP commentary on the guidelines for the seismic rehabilitation of buildings[R].Washington,D.C.,1997.
[7]ASCE.FEMA356,Prestandard and commentary for the seismic rehabilitation of buildings[R].Washington,D.C.,2000.
[8]ATC.ATC-40,Seismic evaluation and retrofit of concrete buildings[R].Redwood City,CA,1996.
[9]Krawinkler H,Miranda E.Performance based earthquake engineering[M]//Earthquake Engineering:From Engineering Seismology to Perform-ance-Based Engineering-Chapter 9:Boca Raton:CRC Press LLC,2004.
[10]Wen Y K.Reliability and performance based design[C]//Proc.of the 8thASCE Specialty Conference on Probabilistic Mechanics and StructuralReliability.Notre Dame:2000.
[11]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[R].PEER Center News,2000,3(2):1-3.
[12]Cornell C A,Jalayer F,et al.Probabilistic basis for the 2000 SAC Federal Emergency Management Agency steel moment frame guidelines[J].ASCE Journal of Structural Engineering,2002,128(4):526-533.
[13]Ellingwood B R.Performance-based design:structural reliability considerations[C]//Proc.of Structures Congress 2000,Philadelphia,PA:SEI/ASCE,2000.
[14]Hamburger R O,Foutch D A,Cornell C A.Translating research to practice:FEMA/SAC performance-based design procedures[J].Earth-quake Spectra,2003,19(2):255-267.
[15]FEMA.FEMA350,Recommended seismic design criteria for new steel moment frame buildings[R].Washington,D.C.,2000.
[16]Deierlein G G.Overview of a comprehensive framework for earthquake performance assessment[C]//Proc.of the International Worksho PonPerformance-Based Seismic Design-Concepts and Implementation.Bled,Slovenia,2004.
[17]Moehle J P.and Deierlein,G G.Aframework methodology for performance-based earthquake engineering[C]//Proc.of13thWorld Conferenceon Earthquake Engineering.Vancouver.2004:679.
[18]ATC.FEMA440,Improvement of nonlinear static seismic analysis procedures[R].Redwood City,2005.
[19]ATC.FEMA445,Next-generation performance-based seismic design guidelines-program plan for newand existing buildings[R].RedwoodCity,2006.
[20]ATC.ATC-58 25%Complete Draft,Guidelines for seismic performance assessment of buildings[S].Redwood City,2005.
[21]Krawinkler H,Zareian F,et al.Decision support for conceptual performance-based design[J].Earthquake Engng Struct.Dyn.,2006,35(1):115-133.
[22]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engng Struct.Dyn.,2002,31(3):491-514.
[23]Comartin1 C D,Aschheim M,et al.A Summary of FEMA440:improvement of nonlinear static seismic analysis procedures[C]//Proc.of13thWorld Conference on Earthquake Engineering.Vancouver,2004:1476.
[24]Sasaki KK,Freeman S A,et al.Multimode pushover procedure(MMP)—a method to identify the effects of higher modes in a pushover analysis[C]//Proc.of the 6thU.S.National Conference on Earthquake Engineering.Seattle,1998.
[25]Chopra AK,Goel R K.Amodal pushover analysis procedure for estimating seismic demands for buildings[J].Earthquake Engng Struct.Dyn.,2002,31(3):561-582.
[26]卢文生,吕西林.模态静力非线性分析中模态选择的研究[J].地震工程与工程振动,2004,24(6):32-38.
[27]卢文生,吕西林.框架-剪力墙结构模态静力非线性抗震分析方法研究[J].地震工程与工程振动,2005,25(1):58-66.
[28]吕西林,朱杰江.高层建筑结构推覆分析及对设计的启示[J].建筑结构学报,2005,26(6):100-107.
[29]Elnashai A S.Do we really need inelastic dynamic analysis?[J].Journal of Earthquake Engineering,2002,6(S1):123-130.
[30]Moehle J P.Nonlinear analysis for performance-based earthquake engineering[J].Struct.Design Tall Spec.Build,2005,14(5):385-400.
[31]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[32]ASCE 7,Minimum design loads for buildings and other structures[S].Reston,VA:ASCE,2002.
[33]翟长海,谢礼立.估计和比较地震动潜在破坏势的综合评述[J].地震工程与工程振动,2002,22(5):1-7.
[34]Aschheim MA,Tjhin T,et al.The scaled non-linear dynamic procedure:a practical technique for overcoming limitations of the nonlinear staticprocedure[J].ISETJournal of Earthquake Technology,2004,41(1):127-140.
[35]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23(5):407-424.
[36]Luco N.Probabilistic seismic demand analysis,SMRF connection fractures,and near-source effects[D].CA.:Stanford Univ.,2001.
[37]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].CA.:Stanford Univ.,1999.
[38]Cordova PP,Deierlein G G,et al.Development of a two parameter seismic intensity measure and probabilistic assessment procedure[C]//Proc.2ndU.S.?Japan Worksho Pon Performance-Based Earthquake Engineering for Reinforced Concrete Building Structures.Sapporo,2000:195-214.
[39]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measures for seismic demand hazard analysis[C]//Proc.of 13thWorldConference on Earthquake Engineering.Vancouver,2004:3384.
[40]Mehanny S S,Deierlein G G.Modeling and assessment of seismic performance of composite frames with reinforced concrete columns and steelbeams[R].Report No.136,The John A.Blume Earthquake Engineering Center,Stanford University,Stanford,2000.
[41]Krawinkler H,Medina R,et al.Seismic drift and ductility demands and their dependence on ground motions[J].Engineering Structures,2003,25(5):637-653.
[42]Krawinkler H.Van Nuys hotel building testbed report:exercising seismic performance assessment[R].PEER Report 2005/11,2005.
[43]Comerio MC.PEER testbed study on a laboratory building exercising seismic performance assessment[R].PEER Report 2005/12,2005.
[44]Deierlein G G,Haselton C B.Developing consensus provisions to evaluate collapse of reinforced concrete buildings[C]//Proc.of the FirstNEES/E-Defense Worksho Pon Collapse Simulation of Reinforced Concrete Building Structures.Berkeley,2005:3-19.
[45]Charney F A.Applications in incremental dynamic analysis[C]//Proc.of the 2005 Structures Congress and the 2005 Forensic Engineering Sym-posium.New York,2005.
[46]Ibarra L F.Global collapse of frame structures under seismic excitations[D].CA.:Stanford Univ.,2003.
[47]Ibarra L F,Medina R and Krawinkler H.Hysteretic models that incorporate strength and stiffness deterioration[J].Earthquake Engng Struct.Dyn.,2005,34(12):1489-1511.
[48]Vamvatsikos D,Cornell C A.Direct estimation of seismic demand and capacity of multi-degree-of-freedom systems through incremental dy-namic analysis of single degree of freedom approximation[J].ASCE Journal of Structural Engineering,2005,131(4):589-599.
[49]Mofid M,Zarfam P,Fard B R.On the modal incremental dynamic analysis[J].Struct.Design Tall Spec.Build,2005,14(4):315-329.
[50]Han S W,Chopra A K.Approximate incremental dynamic analysis using the modal pushover analysis procedure[J].Earthquake Engng Struct.Dyn.(in press),2006.
[51]Dols^ek M,Fajfar P.IN2-A simple alternative for IDA[C]//Proc.of 13thWorld Conference on Earthquake Engineering.Vancouver,2004:3353.
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