以性能指标为控制变量的强度折减因子
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摘要
发展以性能指标为控制变量的强度折减因子是基于性能抗震设计方法的有效途径。本文以刚度退化(SD)滞回模型的SDOF体系为对象,利用改进的Park-Ang双参数破坏准则,根据所收集到的三类场地的214条近断层地震动记录为基础,首先从数值分析的角度检验以延性为指标的强度折减因子的可靠性,表明以单调变形延性系数为基础的强度折减方法难以有效考虑累积效应,导致过高的结构总体损伤而偏于不安全。在定义基于确定性能指标的强度折减因子的基础上,通过自编程序以近震记录分组下结构响应的统计结果进行回归分析,建立确定性能指标下的强度折减因子表达式,按三种场地类别用回归方法确定5%阻尼条件下的参数取值并进行验证,可作为桥梁结构基于性能的抗震设计方法的必要工具。
Application of the strength reduction factor with the performance index as the control variable is an effective way to conduct performance-based aseismic design.A world-wide ensemble of 214 records within 15 km of fault projection distance was selected as the data base.An improved dual-parameter Park-Ang damage assessment model was introduced to assess the actual damage state of the stiffness degradation(SD) SDOF system designed on the basis of the constant-ductile strength reduction factor.It is concluded that such a traditional method with displacement ductility as the single index can not effectively cover the effect of cumulative damages from stiffness degradation of RC structure,thus being unsafe as the result of excessive overall damages.Therefore the concept of the strength reduction factor with the constant-performance-target was defined in this paper.A large number of working cases for the stiffness degradation SDOF system were calculated by the self-writing computation program.A regression model under the 5% damping ratio was extracted,which is adapted to three soil types.The proposed strength reduction method constitutes the essential means for performance-based aseismic design of bridge structures.
Application of the strength reduction factor with the performance index as the control variable is an effective way to conduct performance-based aseismic design.A world-wide ensemble of 214 records within 15 km of fault projection distance was selected as the data base.An improved dual-parameter Park-Ang damage assessment model was introduced to assess the actual damage state of the stiffness degradation(SD) SDOF system designed on the basis of the constant-ductile strength reduction factor.It is concluded that such a traditional method with displacement ductility as the single index can not effectively cover the effect of cumulative damages from stiffness degradation of RC structure,thus being unsafe as the result of excessive overall damages.Therefore the concept of the strength reduction factor with the constant-performance-target was defined in this paper.A large number of working cases for the stiffness degradation SDOF system were calculated by the self-writing computation program.A regression model under the 5% damping ratio was extracted,which is adapted to three soil types.The proposed strength reduction method constitutes the essential means for performance-based aseismic design of bridge structures.
引文
[1]翟长海,谢礼立.近场脉冲效应对强度折减系数的影响分析[J].土木工程学报,2006,39(7):5-18.ZHAI Chang-hai,XIE Li-li.Adjacent-field Velocity PulseEffect on Strength Reduction Factors[J].China Civil Engi-neering Journal,2006,39(7):5-18.
[2]江辉.近场地震下桥梁结构基于性能抗震设计的能量方法[D].北京:北京交通大学,2007:44-45.
[3]Comite European de Norma1ization.European Committeefor Standardization.Eurocode 8:Design Provisions forEarthquake Resistance of Structures,Part 1.1:GeneralRules-Seismic Actions and General Requirements for Struc-tures;Part 2:Bridges[S].Brussels:CEN,1996.
[4]AASHTO.Standard Specifications for Highway Bridges,16th Edition,Division I-A:Seismic Design[S].Washing-ton:American Association of State Highway and Transpor-tation Officials(AASHTO),Inc.,1995.
[5]中华人民共和国铁道部.GBJ 11-87铁路工程抗震设计规范[S].北京:中国计划出版社,1989.
[6]Warnitchai P,Panyakapo P.Constant-damage DesignSpectra[J].Journal of Earthquake Engineering,1999,3(3):329-347.
[7]Cosenza E,Manfredi G,Ramasco R.The Use of DamageFunctionals in Earthquake Engineering:a Comparison Be-tween Different Methods[J].Earthquake Engineering andStructural Dynamics,1993,22:855-868.
[8]Kiyoshi Hirao,Sasada S,Yoshifumi Nariyuki.RequiredYield Strength Ratio Spectrum for Evaluation of SeismicDamage and Safety of SDOF Structures[C/CD]//WCEE.Proceeding of 11th World Conference on Earthquake Engi-neering(11 WCEE).Paper No.691.Acapulco:WCEE,1996:1-8.
[9]RajaramS K,Usami T.Inelastic Seismic Response Analy-sis of Thin-walled Steel Bridge Piers[R].Nagoya:NagoyaUniversity,1996:18-85.
[10]Park YJ,Ang A H-S.Mechanistic Seismic Damage Mod-el for Reinforced Concrete[J].Journal of Structural Engi-neering,1985,111(4):722-739.
[11]Standards Association of New Zealand(SANZ).NZS4203-Part 2 Commentary onthe Code of Practice for Gen-eral Structural Design and Design Loading for Buildings[S].Wellington:SANZ,1992.
[12]欧进萍,何政,吴斌,邱法维.混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.OUJin-ping,HE Zheng,WU Bin,QI U Fa-wei.SeismicDamage Performance-based Design of Reinforced ConcreteStructures[J].Earthquake Engineering and EngineeringVibration,1999,19(1):21-30.
[13]潘龙,基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].上海:同济大学,2001.
[14]Miranda E,Bertero V V.Evaluation of Strength Reduc-tion Factors for Earthquake-Resistant Design[J],Earth-quake Spectra,1994,10(2):357-379.
[15]Vidic T,Fajfar P,Fischinger M.Consistent Inelastic De-sign Spectra:Strength and Displacement[J],EarthquakeEngineering and Structural Dynamics,1999,23:507-521.
[16]翟长海,谢礼立.考虑设计地震分组的强度折减系数的研究[J].地震学报.2006,28(3):284-294.ZHAI Chang-hai,XIE Li-li.Study on Strength ReductionFactors Considering the Effect of Classification of DesignEarthquake Effect[J].Acta Seismologica Sinica,2006,28(3):284-294.
[17]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39-48.L Xi-lin,ZHOU Ding-song.Ductility Demand Spectraand Inelastic Displacement Spectra Considering Soil Con-ditions and Design Characteristic Periods[J].EarthquakeEngineering and Engineering Vibration,2004,24(1):39-48.
[18]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动,2001,21(1):84-88.ZHUO Wei-dong,FAN Li-chu.On Strength ReductionFactors Used for Seismic Design of Structures[J].Earth-quake Engineering and Engineering Vibration,2001,21(1):84-88.
[2]江辉.近场地震下桥梁结构基于性能抗震设计的能量方法[D].北京:北京交通大学,2007:44-45.
[3]Comite European de Norma1ization.European Committeefor Standardization.Eurocode 8:Design Provisions forEarthquake Resistance of Structures,Part 1.1:GeneralRules-Seismic Actions and General Requirements for Struc-tures;Part 2:Bridges[S].Brussels:CEN,1996.
[4]AASHTO.Standard Specifications for Highway Bridges,16th Edition,Division I-A:Seismic Design[S].Washing-ton:American Association of State Highway and Transpor-tation Officials(AASHTO),Inc.,1995.
[5]中华人民共和国铁道部.GBJ 11-87铁路工程抗震设计规范[S].北京:中国计划出版社,1989.
[6]Warnitchai P,Panyakapo P.Constant-damage DesignSpectra[J].Journal of Earthquake Engineering,1999,3(3):329-347.
[7]Cosenza E,Manfredi G,Ramasco R.The Use of DamageFunctionals in Earthquake Engineering:a Comparison Be-tween Different Methods[J].Earthquake Engineering andStructural Dynamics,1993,22:855-868.
[8]Kiyoshi Hirao,Sasada S,Yoshifumi Nariyuki.RequiredYield Strength Ratio Spectrum for Evaluation of SeismicDamage and Safety of SDOF Structures[C/CD]//WCEE.Proceeding of 11th World Conference on Earthquake Engi-neering(11 WCEE).Paper No.691.Acapulco:WCEE,1996:1-8.
[9]RajaramS K,Usami T.Inelastic Seismic Response Analy-sis of Thin-walled Steel Bridge Piers[R].Nagoya:NagoyaUniversity,1996:18-85.
[10]Park YJ,Ang A H-S.Mechanistic Seismic Damage Mod-el for Reinforced Concrete[J].Journal of Structural Engi-neering,1985,111(4):722-739.
[11]Standards Association of New Zealand(SANZ).NZS4203-Part 2 Commentary onthe Code of Practice for Gen-eral Structural Design and Design Loading for Buildings[S].Wellington:SANZ,1992.
[12]欧进萍,何政,吴斌,邱法维.混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.OUJin-ping,HE Zheng,WU Bin,QI U Fa-wei.SeismicDamage Performance-based Design of Reinforced ConcreteStructures[J].Earthquake Engineering and EngineeringVibration,1999,19(1):21-30.
[13]潘龙,基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].上海:同济大学,2001.
[14]Miranda E,Bertero V V.Evaluation of Strength Reduc-tion Factors for Earthquake-Resistant Design[J],Earth-quake Spectra,1994,10(2):357-379.
[15]Vidic T,Fajfar P,Fischinger M.Consistent Inelastic De-sign Spectra:Strength and Displacement[J],EarthquakeEngineering and Structural Dynamics,1999,23:507-521.
[16]翟长海,谢礼立.考虑设计地震分组的强度折减系数的研究[J].地震学报.2006,28(3):284-294.ZHAI Chang-hai,XIE Li-li.Study on Strength ReductionFactors Considering the Effect of Classification of DesignEarthquake Effect[J].Acta Seismologica Sinica,2006,28(3):284-294.
[17]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39-48.L Xi-lin,ZHOU Ding-song.Ductility Demand Spectraand Inelastic Displacement Spectra Considering Soil Con-ditions and Design Characteristic Periods[J].EarthquakeEngineering and Engineering Vibration,2004,24(1):39-48.
[18]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动,2001,21(1):84-88.ZHUO Wei-dong,FAN Li-chu.On Strength ReductionFactors Used for Seismic Design of Structures[J].Earth-quake Engineering and Engineering Vibration,2001,21(1):84-88.
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