钢板剪力墙结构的性态指标及损伤评估
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摘要
在钢板剪力墙结构基于能量的性态设计方法中,钢板剪力墙性态指标的合理确定是亟待解决的关键问题。本文对Park-Ang损伤模型进行了修正,提出了基于损伤指数确定钢板剪力墙层间位移性态指标的新方法。采用数值方法获取了2个系列共9个单层钢板剪力墙的滞回曲线,根据修正的Park-Ang损伤模型及损伤标准确定了钢板剪力墙在不同性态水平下的层间位移角限值,建立了钢板剪力墙的性态指标。采用修正的Park-Ang模型对1榀5层钢框架-钢板剪力墙在近场地震作用下的损伤进行了评估,验证了本文修正的Park-Ang损伤模型的合理性。
The determination of performance indexes of steel plate shear wall is a key issue in the energy-based seismic design.Park-Ang damage model was modified in this work,and a new method determining the performance index based on the damage model was proposed.The hysteretic curves of a total of nine single-storey steel plate shear walls were obtained through numerical simulation method,and the inter-story drift limits of steel plate shear walls under different performance levels were determined according to the modified Park-Ang model and damage criteria.Finally,the damage performance of a five-story steel plate shear wall was evaluated based on the new modified Park-Ang model,and its effectiveness and reliability were verified.
The determination of performance indexes of steel plate shear wall is a key issue in the energy-based seismic design.Park-Ang damage model was modified in this work,and a new method determining the performance index based on the damage model was proposed.The hysteretic curves of a total of nine single-storey steel plate shear walls were obtained through numerical simulation method,and the inter-story drift limits of steel plate shear walls under different performance levels were determined according to the modified Park-Ang model and damage criteria.Finally,the damage performance of a five-story steel plate shear wall was evaluated based on the new modified Park-Ang model,and its effectiveness and reliability were verified.
引文
[1]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB50011—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[2]Ghobarah A.Performance-based design in earthquakeengineering:state of development[J].EngineeringStructures,2001,23(8):878-884
[3]Zareian F.Simplified performance-based earthquake engineering[D].Stanford:Stanford University,2006
[4]Ghorbanie-Asl M.Performance-based seismic design ofbuilding structures[D].Ottawa:Carleton University,2007
[5]Park H G,Kwack J H,Jeon S W,et al.Framed steelplate wall behavior under cyclic lateral loading[J].Journalof Structural Engineering,2007,133(3):378-388
[6]Driver R G,Kulak G L,Kennedy D J L,et al.Cyclic testof four-story steel plate shear wall[J].Journal of StructuralEngineering,1998,124(2):112-120
[7]Chen S J,Jhang C.Cyclic behavior of low yield point steelshear walls[J].Thin-walled structures,2006,44(7):730-738
[8]Lubell A S,Prion H G L,Ventura C E,et al.Unstiffenedsteel plate shear wall performance under cyclic loading[J].Journal of Structural Engineering,2000,126(4):453-460
[9]Zhao Q H,Astaneh-Asl A.Cyclic behavior of traditionaland innovative composite shear walls[J].Journal ofStructural Engineering,2004,130(2):271-284
[10]Vian D,Bruneau M.Testing of special LYS steel plateshear walls[C]//Proceedings of the 13th WorldConference on Earthquake Engineering.Vancouver,BritishColumbia,Canada,2004:978
[11]Kharrazi M H K.Rational method for analysis and designof steel plate shear walls[D].Vancouver:University ofBritish Columbia,2005:74-123
[12]Bhownick A K.Seismic analysis and design of steel plateshear walls[D].Edmonton:University of Alberta,2009:124-161
[13]AISC.Design guide 20-steel plate shear walls[R].SanFrancisco:American Institute of Steel Construction,2007:49-75
[14]Kharrazi M H K,Prion H G L,Ventura C E.Implementationof M-PFI method in design of steel plate walls[J].Journal ofConstructional Steel Research,2008,64(4):465-479
[15]Qu Bing.Seismic behavior and design of boundary framemembers in steel plate shear walls[D].New York:StateUniversity of New York at Buffalo,2008:185-233
[16]孙国华,顾强,何若全,等.基于滞回耗能谱的钢板剪力墙结构性态设计方法[J].建筑结构学报,2011,32(11):126-133(Sun Guohua,Gu Qiang,He Ruoquan,etal.Performance based seismic design of steel plate shearwalls using hysteretic energy spectrum[J].Journal ofBuilding Structures,2011,32(11):126-133(in Chinese))
[17]孙国华,顾强,何若全,等.近断层地震作用下钢板剪力墙结构基于MECE谱的性态设计方法[J].建筑结构学报,2012,33(5):105-117(Sun Guohua,Gu Qiang,HeRuoquan,et al.Performance-based seismic design of steelplate shear walls using MECE spectrum under near-faultearthquake[J].Journal of Building Structures,2012,33(5):105-117(in Chinese))
[18]Kalkan E.Prediction of seismic demand in buildingstructures[D].Davis:University of California,2006:83-101
[19]Park Y J,Ang A H S.Mechanistic seismic damage modelfor reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722-739
[20]Iemuira H,Mikami T.Demand spectra of yield strengthand ductility factor to satisfy the required seismicperformance objectives[J].Proceeding of JSCE,2001(689):333-342
[21]Powell G H,Allahabadi R.Seismic damage prediction bydeterministic methods:concepts and procedures[J].Earthquake Engineering&Structural Dynamics,1988,16(5):719-734
[22]Valles R E,Reinhorn A M,Kunnath S K,et al.IDARC2D Version 4.0:a program for the inelastic damageanalysis damage analysis of buildings[R].New York:State University of New York at Buffalo,National Center forEarthquake Engineering Research,1996
[23]王光远.工程结构与系统抗震优化设计的实用方法[M].北京:中国建筑工业出版社,1999
[24]王东升,冯启民,王国新.考虑低周疲劳寿命的改进Park-Ang地震损伤模型[J].土木工程学报,2004,37(11):41-49(Wang Dongsheng,Feng Qimin,WangGuoxin.A modified Park-Ang seismic damage modelconsidering low-cycle fatigue life[J].China CivilEngineering Journal,2004,37(11):41-49(in Chinese))
[25]Kratzig W B,Meyer I F,Meskouris K.Damage evolutionin reinforced concrete members under cyclic loading[C]//Proceedings of 5th International Conference on StructuralSafety and Reliability.San Francisco,1989:795-802
[26]Dipasquale E,Cakmak A S.Identification of theserviceability limits state and detection of seismic structuraldamage[R].Princeton:Princeton University,NationalCenter for Earthquake Engineering Research,1988
[27]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修正[J].地震工程与工程振动,2005,25(5):73-79(Fu Jianping,Wang Min,Bai Shaoliang.Identification and modification of the Park-Ang criterion for failure of RC structures[J].EarthquakeEngineering and Engineering Vibration,2005,25(5):73-79(in Chinese))
[28]SEAOC Vision 2000.A framework for performance basedengineering[R].California:Structural EngineeringAssociation of California,1995
[29]Federal Emergency Management Agency.FEMA 273 NEHRPcommentary on the guidelines for the rehabilitation ofbuildings[R].Washington:Federal Emergency ManagementAgency,1996
[30]Applied Technology Council.ATC-40 Seismic evaluationand retrofit of concrete buildings[R].Redwood City:Applied Technology Council,1996
[31]Taku M,Hirokazu I.Demand spectra of yield strength andductility factor to satisfy the required seismic performanceobjectives[C]//Proceedings of the SEWC 2002 StructuralEngineers World Congress.Yokohama,2002:5056
[32]Arjomandi K,Estekanchi H,Vafai A.Correlation betweenstructural performance levels and damage indexes in steelframes subjected to earthquakes[J].Scientia IranicaTransaction A:Civil Engineering,2009,16(2):147-155
[33]GB50223—2008建筑工程抗震设防分类标准[S].北京:中国建筑工业出版社,2008(GB50223—2008Standard for classification of seismic protection of buildingconstructions[S].Beijing:China Architecture&BuildingPress,2008(in Chinese))
[34]Federal Emergency Management Agency.ATC-63Quantification of building seismic performance factors[R].Washington:Federal Emergency Management Agency,2008
[2]Ghobarah A.Performance-based design in earthquakeengineering:state of development[J].EngineeringStructures,2001,23(8):878-884
[3]Zareian F.Simplified performance-based earthquake engineering[D].Stanford:Stanford University,2006
[4]Ghorbanie-Asl M.Performance-based seismic design ofbuilding structures[D].Ottawa:Carleton University,2007
[5]Park H G,Kwack J H,Jeon S W,et al.Framed steelplate wall behavior under cyclic lateral loading[J].Journalof Structural Engineering,2007,133(3):378-388
[6]Driver R G,Kulak G L,Kennedy D J L,et al.Cyclic testof four-story steel plate shear wall[J].Journal of StructuralEngineering,1998,124(2):112-120
[7]Chen S J,Jhang C.Cyclic behavior of low yield point steelshear walls[J].Thin-walled structures,2006,44(7):730-738
[8]Lubell A S,Prion H G L,Ventura C E,et al.Unstiffenedsteel plate shear wall performance under cyclic loading[J].Journal of Structural Engineering,2000,126(4):453-460
[9]Zhao Q H,Astaneh-Asl A.Cyclic behavior of traditionaland innovative composite shear walls[J].Journal ofStructural Engineering,2004,130(2):271-284
[10]Vian D,Bruneau M.Testing of special LYS steel plateshear walls[C]//Proceedings of the 13th WorldConference on Earthquake Engineering.Vancouver,BritishColumbia,Canada,2004:978
[11]Kharrazi M H K.Rational method for analysis and designof steel plate shear walls[D].Vancouver:University ofBritish Columbia,2005:74-123
[12]Bhownick A K.Seismic analysis and design of steel plateshear walls[D].Edmonton:University of Alberta,2009:124-161
[13]AISC.Design guide 20-steel plate shear walls[R].SanFrancisco:American Institute of Steel Construction,2007:49-75
[14]Kharrazi M H K,Prion H G L,Ventura C E.Implementationof M-PFI method in design of steel plate walls[J].Journal ofConstructional Steel Research,2008,64(4):465-479
[15]Qu Bing.Seismic behavior and design of boundary framemembers in steel plate shear walls[D].New York:StateUniversity of New York at Buffalo,2008:185-233
[16]孙国华,顾强,何若全,等.基于滞回耗能谱的钢板剪力墙结构性态设计方法[J].建筑结构学报,2011,32(11):126-133(Sun Guohua,Gu Qiang,He Ruoquan,etal.Performance based seismic design of steel plate shearwalls using hysteretic energy spectrum[J].Journal ofBuilding Structures,2011,32(11):126-133(in Chinese))
[17]孙国华,顾强,何若全,等.近断层地震作用下钢板剪力墙结构基于MECE谱的性态设计方法[J].建筑结构学报,2012,33(5):105-117(Sun Guohua,Gu Qiang,HeRuoquan,et al.Performance-based seismic design of steelplate shear walls using MECE spectrum under near-faultearthquake[J].Journal of Building Structures,2012,33(5):105-117(in Chinese))
[18]Kalkan E.Prediction of seismic demand in buildingstructures[D].Davis:University of California,2006:83-101
[19]Park Y J,Ang A H S.Mechanistic seismic damage modelfor reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722-739
[20]Iemuira H,Mikami T.Demand spectra of yield strengthand ductility factor to satisfy the required seismicperformance objectives[J].Proceeding of JSCE,2001(689):333-342
[21]Powell G H,Allahabadi R.Seismic damage prediction bydeterministic methods:concepts and procedures[J].Earthquake Engineering&Structural Dynamics,1988,16(5):719-734
[22]Valles R E,Reinhorn A M,Kunnath S K,et al.IDARC2D Version 4.0:a program for the inelastic damageanalysis damage analysis of buildings[R].New York:State University of New York at Buffalo,National Center forEarthquake Engineering Research,1996
[23]王光远.工程结构与系统抗震优化设计的实用方法[M].北京:中国建筑工业出版社,1999
[24]王东升,冯启民,王国新.考虑低周疲劳寿命的改进Park-Ang地震损伤模型[J].土木工程学报,2004,37(11):41-49(Wang Dongsheng,Feng Qimin,WangGuoxin.A modified Park-Ang seismic damage modelconsidering low-cycle fatigue life[J].China CivilEngineering Journal,2004,37(11):41-49(in Chinese))
[25]Kratzig W B,Meyer I F,Meskouris K.Damage evolutionin reinforced concrete members under cyclic loading[C]//Proceedings of 5th International Conference on StructuralSafety and Reliability.San Francisco,1989:795-802
[26]Dipasquale E,Cakmak A S.Identification of theserviceability limits state and detection of seismic structuraldamage[R].Princeton:Princeton University,NationalCenter for Earthquake Engineering Research,1988
[27]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修正[J].地震工程与工程振动,2005,25(5):73-79(Fu Jianping,Wang Min,Bai Shaoliang.Identification and modification of the Park-Ang criterion for failure of RC structures[J].EarthquakeEngineering and Engineering Vibration,2005,25(5):73-79(in Chinese))
[28]SEAOC Vision 2000.A framework for performance basedengineering[R].California:Structural EngineeringAssociation of California,1995
[29]Federal Emergency Management Agency.FEMA 273 NEHRPcommentary on the guidelines for the rehabilitation ofbuildings[R].Washington:Federal Emergency ManagementAgency,1996
[30]Applied Technology Council.ATC-40 Seismic evaluationand retrofit of concrete buildings[R].Redwood City:Applied Technology Council,1996
[31]Taku M,Hirokazu I.Demand spectra of yield strength andductility factor to satisfy the required seismic performanceobjectives[C]//Proceedings of the SEWC 2002 StructuralEngineers World Congress.Yokohama,2002:5056
[32]Arjomandi K,Estekanchi H,Vafai A.Correlation betweenstructural performance levels and damage indexes in steelframes subjected to earthquakes[J].Scientia IranicaTransaction A:Civil Engineering,2009,16(2):147-155
[33]GB50223—2008建筑工程抗震设防分类标准[S].北京:中国建筑工业出版社,2008(GB50223—2008Standard for classification of seismic protection of buildingconstructions[S].Beijing:China Architecture&BuildingPress,2008(in Chinese))
[34]Federal Emergency Management Agency.ATC-63Quantification of building seismic performance factors[R].Washington:Federal Emergency Management Agency,2008
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