A_y-D_y格式地震需求谱及其在结构性能抗震设计中的应用
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摘要
在结构基于位移抗震设计的改进能力谱法基础上建议了屈服谱加速度和屈服位移(Ay-Dy)格式的地震需求谱,其特点是:过原点的射线与不同位移延性系数的需求谱曲线相交,各个交点对应的周期都相同,从而为在结构基于位移抗震设计方法中实现“小震不坏、中震可修和大震不倒”的多级性能目标提供了方便。借助于Pushover分析具体给出了一钢筋混凝土框架结构在不同风险水平地震作用下抗震性能评价实例。
Inelastic seismic demand spectrum with yield spectral acceleration-yield displacements format is introduced to the improved capacity spectrum method in order to consider multiple performance objectives in displacement based seismic design,because it has the advantage of that structural periods represented by radial lines intersecting demand spectra with different ductility factors are all the same.The multiple performance objectives are usually expressed as that designed structures can resist against minor earthquake without any damage,resist against moderate earthquake with repairable structural damage and resist against strong earthquake without collapse.Seismic performance evaluations of a RC frame using pushover analysis and capacity spectrum method under different earthquake design levels are illustrated as an example.
Inelastic seismic demand spectrum with yield spectral acceleration-yield displacements format is introduced to the improved capacity spectrum method in order to consider multiple performance objectives in displacement based seismic design,because it has the advantage of that structural periods represented by radial lines intersecting demand spectra with different ductility factors are all the same.The multiple performance objectives are usually expressed as that designed structures can resist against minor earthquake without any damage,resist against moderate earthquake with repairable structural damage and resist against strong earthquake without collapse.Seismic performance evaluations of a RC frame using pushover analysis and capacity spectrum method under different earthquake design levels are illustrated as an example.
引文
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[2]Mervyn J Kowalsky,MJ Nigel Priestley,Gregory A Macrae.Displacement-based design of RC bridge columns in seismicregions[J].Earthquake Engineering and Structural Dynamics,1995,24(12):1623-1643.
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[7]Anil K Chopra,Rakish K Goel.Direct displacement baseddesign:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
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[10]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.
[11]Anil K Chopra,Rakish K Goel.Capacity demand diagrammethodfor estimating seismic deformation of inelastic structures:SDOF System[R].University of California,Berkeley,PEERReport 1999/02.
[12]Peter Fajfar.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering and StructuralDynamics,1999,28(9):979-993.
[13]Mark Aschheim.Seismic design based onthe yield displacement[J].Earthquake Spectra,2002,18(4):581-600.
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[15]Rafael Riddell,Jaime E Garcia,Eugenio Garces.Inelasticdeformation response of SDOF systems subjected to earthquake[J].Earthquake Engineering and Structural Dynamics,200231(3):515-538.
[16]Eduardo Mirand,Vitelmo V Bertero.Evaluation of strengthreductionfactors for earthquake-resistant design[J].EarthquakeSpectra,1994,10(2):357-379.
[17]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J].大连理工大学学报,2006,46(1):87-92.
[18]侯钢领,何政,吴斌等.钢筋混凝土结构的屈服位移Chopra能力谱损伤分析与性能设计[J].地震工程与工程振动,2001,21(3):29-35.
[19]周雍年,周正华,于海英.设计反应谱长周期区段的研究[J].地震工程与工程振动,2004,24(2):15-18.
[20]王东升,李宏男,王国新.双向地震动作用弹塑性反应谱研究[J].大连理工大学学报,2005,45(2):248-254.
[21]GB 50011—2001建筑抗震设计规范[S].
[2]Mervyn J Kowalsky,MJ Nigel Priestley,Gregory A Macrae.Displacement-based design of RC bridge columns in seismicregions[J].Earthquake Engineering and Structural Dynamics,1995,24(12):1623-1643.
[3]G MCalvi,GR Kingsley.Displacement-based seismic design ofmulti-degree-of-freedom bridge Structures[J].EarthquakeEngineering and Structural Dynamics,1995,24(9):1247-1266.
[4]MS Medhekar,D J L Kennedy.Displacement-based seismicdesign of buildings-theory[J].Engineering Structures,2000,22(3):201-209.
[5]MS Medhekar,D J L Kennedy.Displacement-based seismicdesign of buildings-application[J].Engineering Structures,2000,22(3):210-221.
[6]TB Panagiotakos,MN Fardis.A displacement based seismicdesign procedure for RC building and comparison with EC8[J].Earthquake Engineering and Structural Dynamics,2001,30(10):1439-1462.
[7]Anil K Chopra,Rakish K Goel.Direct displacement baseddesign:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
[8]Qiang Xue.A direct displacement seismic design procedure ofinelastic structures[J].Engineering Structures,2001,23(11):1453-1460.
[9]Qiang Xue,Cheng-Chung Chen.Performance based seismicdesign of structures:a direct displacement based approach[J].Engineering Structures,2003,25(14):1803-1813.
[10]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.
[11]Anil K Chopra,Rakish K Goel.Capacity demand diagrammethodfor estimating seismic deformation of inelastic structures:SDOF System[R].University of California,Berkeley,PEERReport 1999/02.
[12]Peter Fajfar.Capacity spectrum method based on inelasticdemand spectra[J].Earthquake Engineering and StructuralDynamics,1999,28(9):979-993.
[13]Mark Aschheim.Seismic design based onthe yield displacement[J].Earthquake Spectra,2002,18(4):581-600.
[14]戴君武,张敏政,黄玉龙.偏心结构扭转振动研究中几个基本参量的讨论[J].地震工程与工程振动,2002,22(6)38-43.
[15]Rafael Riddell,Jaime E Garcia,Eugenio Garces.Inelasticdeformation response of SDOF systems subjected to earthquake[J].Earthquake Engineering and Structural Dynamics,200231(3):515-538.
[16]Eduardo Mirand,Vitelmo V Bertero.Evaluation of strengthreductionfactors for earthquake-resistant design[J].EarthquakeSpectra,1994,10(2):357-379.
[17]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J].大连理工大学学报,2006,46(1):87-92.
[18]侯钢领,何政,吴斌等.钢筋混凝土结构的屈服位移Chopra能力谱损伤分析与性能设计[J].地震工程与工程振动,2001,21(3):29-35.
[19]周雍年,周正华,于海英.设计反应谱长周期区段的研究[J].地震工程与工程振动,2004,24(2):15-18.
[20]王东升,李宏男,王国新.双向地震动作用弹塑性反应谱研究[J].大连理工大学学报,2005,45(2):248-254.
[21]GB 50011—2001建筑抗震设计规范[S].
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