8度区框-剪结构中框架在罕遇地震下的反应性态
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摘要
框架剪力墙结构中的框架的受力性能不同于纯框架结构。为了考察框架剪力墙结构中的框架在强震下的抗震性态,首先严格按中国设计规范完成了1个8度0.3 g分区24层和1个8度0.2 g分区30层框架剪力墙结构的抗震设计。然后对结构进行了在相当于罕遇水准的多条地面运动输入下的非弹性动力反应分析,初步识别了结构的地震反应性态。分析结果表明,结构中的框架部分在强震下基本保持未屈服状态,而剪力墙连梁是结构主要的塑性耗能部件,部分墙肢底部也进入了屈服后的塑性变形状态。从框架部分所处的偏有利的受力状态和设计规范对其所采取的强化措施这2个方面分析了框架部分未进入屈服的原因。建议对我国8度区总高超过60m的框架剪力墙结构中的框架部分的现行抗震构造措施可有条件地适度放松。
To investigate the seismic behaviors of frames in frame-wall structures(dual system),which may be different from those of frame structures,two frame-wall structures were designed conforming to current Chinese design codes.One is a twenty-four-story building on the Zone of Fortification Intensity 8(0.3g),and the other is a thirty-story building on the Zone of Fortification Intensity 8(0.2g).Then inelastic dynamic response analyses of the two structures were conducted with series of inputs of ground motions in a rare earthquake level.The seismic behaviors of the two structures were investigated preliminarily.It was found that the columns and beams of the frames in the frame-wall structures did not experienced yielding under strong earthquake,while coupled beams in walls were the major energy-dissipation elements with their post-yielding plasticity.And the bases of some walls formed hinges as well.The reasons for the frames of dual system remained non-yielding states were analyzed and discussed from the aspects of their favorable load-carrying state and strengthening measures for them in dual systems in Chinese design codes.A preliminary proposal was made that it may be feasible to loosen moderately some seismic fortification measures concerning the frame in the dual system with a height exceeding 60m on the Zone of Fortification Intensity 8.
To investigate the seismic behaviors of frames in frame-wall structures(dual system),which may be different from those of frame structures,two frame-wall structures were designed conforming to current Chinese design codes.One is a twenty-four-story building on the Zone of Fortification Intensity 8(0.3g),and the other is a thirty-story building on the Zone of Fortification Intensity 8(0.2g).Then inelastic dynamic response analyses of the two structures were conducted with series of inputs of ground motions in a rare earthquake level.The seismic behaviors of the two structures were investigated preliminarily.It was found that the columns and beams of the frames in the frame-wall structures did not experienced yielding under strong earthquake,while coupled beams in walls were the major energy-dissipation elements with their post-yielding plasticity.And the bases of some walls formed hinges as well.The reasons for the frames of dual system remained non-yielding states were analyzed and discussed from the aspects of their favorable load-carrying state and strengthening measures for them in dual systems in Chinese design codes.A preliminary proposal was made that it may be feasible to loosen moderately some seismic fortification measures concerning the frame in the dual system with a height exceeding 60m on the Zone of Fortification Intensity 8.
引文
[1]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]JGJ 3-2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
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[5]LOPES M S,BENTO R.Seismic behavior of dualsystems with column hinging[J].Earthquake Spectra,2001,17(4):657-677.
[6]胡庆昌.钢筋混凝土框剪结构抗震设计若干问题的探讨[J].建筑结构,2006,36(6):84-86.HU QING-CHANG.Some problems relating to seismicdesign of R/C frame-wall structure[J].BuildingStructures,2006,36(6):84-86.
[7]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学土木工程学院,2005.
[8]陈小英.基于非线性动力分析的框剪结构抗震规定的验证[D].重庆:重庆大学土木工程学院,2005.
[9]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学土木工程学院,2000.
[10]PANTAZOPOULOU S J,FRENCH C W.Slabparticipation in practical earthquake design of reinforcedconcrete frame[J].ACI Structural Journal,2001,98(4):479-489.
[11]陈文科.基于非线性动力分析的八度区一级框-剪和框-筒结构抗震规定研究[D].重庆:重庆大学土木工程学院,2007.
[12]PANAGIOTAKOS T B,FADIS M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148.
[13]IBC2006 International building code[S].Country ClubHills,Illinois,USA:International Code Council,INC.,2006.
[14]ACI 318-08 Building code requirements for structuralconcrete and commentary[S].Farminton Hills,Michigan,USA;American Concrete Institute,2007.
[15]EN 1998-1:2004,Eurocode 8:design of structures forearthquake resistance,part 1:general rules,seismicactions and rules for buildings[S].London,ThomasTelford Publishing Ltd,2005.
[2]JGJ 3-2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.
[3]BERTERO V V,AKTAN A E,CHARNEY F A,andSause R.U.S.-Japan cooperative earthquake researchprogram:earthquake simulation tests and associatedstudies of a 1/5th-scale model of a 7-story reinforcedconcrete test structure[R].Report No.UCB/EERC-84/05,University of California,Berkeley,California,June 1984.
[4]张川.钢筋混凝土框架-抗震墙结构的抗震性能及模型化研究[D].重庆:重庆建筑大学土木工程学院,1994.
[5]LOPES M S,BENTO R.Seismic behavior of dualsystems with column hinging[J].Earthquake Spectra,2001,17(4):657-677.
[6]胡庆昌.钢筋混凝土框剪结构抗震设计若干问题的探讨[J].建筑结构,2006,36(6):84-86.HU QING-CHANG.Some problems relating to seismicdesign of R/C frame-wall structure[J].BuildingStructures,2006,36(6):84-86.
[7]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学土木工程学院,2005.
[8]陈小英.基于非线性动力分析的框剪结构抗震规定的验证[D].重庆:重庆大学土木工程学院,2005.
[9]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学土木工程学院,2000.
[10]PANTAZOPOULOU S J,FRENCH C W.Slabparticipation in practical earthquake design of reinforcedconcrete frame[J].ACI Structural Journal,2001,98(4):479-489.
[11]陈文科.基于非线性动力分析的八度区一级框-剪和框-筒结构抗震规定研究[D].重庆:重庆大学土木工程学院,2007.
[12]PANAGIOTAKOS T B,FADIS M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148.
[13]IBC2006 International building code[S].Country ClubHills,Illinois,USA:International Code Council,INC.,2006.
[14]ACI 318-08 Building code requirements for structuralconcrete and commentary[S].Farminton Hills,Michigan,USA;American Concrete Institute,2007.
[15]EN 1998-1:2004,Eurocode 8:design of structures forearthquake resistance,part 1:general rules,seismicactions and rules for buildings[S].London,ThomasTelford Publishing Ltd,2005.
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