一种轻型消能摇摆架近断层地震响应减震分析
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摘要
针对传统摇摆墙自重大、受地震作用强的缺点,提出一种轻型自复位消能摇摆架。将轻型摇摆架应用于一幢六层RC框架,对其构造和减震机理进行阐述。提出摇摆架体和自复位消能支撑(SCED)的设计方法,利用OpenSees对轻型摇摆架减震框架在近场地震动罕遇水平下进行非线性动力时程分析。数值分析结果表明,与原结构相比,加入自复位消能摇摆框架后,有效降低了结构的位移峰值响应和残余位移,框架结构层间位移峰值、层间位移角和残余位移角分别降低了27.2%、38.9%和50%,且层间位移角分布更加均匀,降低了结构因为薄弱层而出现过早失效的可能性。
In order to overcome the disadvantage of heaviness of traditional rocking-wall,an innovative self-centering energy dissipation device,called self-centering energy dissipation light rocking steel frame(EDLRF),is proposed,and is used to a 6-story RC frame.The configuration and vibration mitigation mechanism of the new EDLRF system are presented.The design procedure for the rocking frame and the self-centering energy dissipation braces(SEDB) are suggested,and the nonlinear time-history dynamic analysis of RC frame with EDLRF is performed under near-field ground seismic motions with velocity pulses at rarely-occurred level.Numerical result shows that the peak inter-story drift and inter-story drift ratio of the RC frame with EDLRF is apparently reduced when compared to original structure under the same seismic input considered,more specifically,the peak inter-story drift,inter-story drift ratio and the residual inter-story drift ratio are reduced by 27.2%,38.9% and 50%,respectively.Moreover,the inter-story drift ratio of the structure becomes more even,which reduced the risk of local failure due to weak story and enhanced the energy dissipation ability of the whole structure.
In order to overcome the disadvantage of heaviness of traditional rocking-wall,an innovative self-centering energy dissipation device,called self-centering energy dissipation light rocking steel frame(EDLRF),is proposed,and is used to a 6-story RC frame.The configuration and vibration mitigation mechanism of the new EDLRF system are presented.The design procedure for the rocking frame and the self-centering energy dissipation braces(SEDB) are suggested,and the nonlinear time-history dynamic analysis of RC frame with EDLRF is performed under near-field ground seismic motions with velocity pulses at rarely-occurred level.Numerical result shows that the peak inter-story drift and inter-story drift ratio of the RC frame with EDLRF is apparently reduced when compared to original structure under the same seismic input considered,more specifically,the peak inter-story drift,inter-story drift ratio and the residual inter-story drift ratio are reduced by 27.2%,38.9% and 50%,respectively.Moreover,the inter-story drift ratio of the structure becomes more even,which reduced the risk of local failure due to weak story and enhanced the energy dissipation ability of the whole structure.
引文
[1]李明,谢礼立,翟长海,等.近断层地震动区域的划分[J].地震工程与工程振动,2009,29(5):20-25(LiMing,Xie Lili,Zhai Changhai,et al.Scope division ofnear-fault ground motion[J].Earquake Engineering andEngineering Vibration,2009,29(5):20-25(in Chinese))
[2]刘启方,袁一凡,金星,等.近断层地震动的基本特征[J].地震工程与工程振动,2006,26(1):1-10(LiuQifang,Yuan Yifan,Jin Xing,et al.Basic characteristicsof near-fault ground motion[J].Earquake Engineering andEngineering Vibration,2006,26(1):1-10(in Chinese))
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[8]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10(Zhou Ying,Lu Xilin.State-of-the-art on rocking and self-centering structures[J].Journal of Building Structures,2011,32(9):1-10(inChinese))
[9]Kam W Y,Pampanin S,Palermo A,et al.Self-centeringstructural systems with combination of hysteretic andviscous energy dissipations[J].Earthquake Engineeringand Structure Dynamics,2010,39(10):1083-1108
[10]Eatherton M R,Hajjar J F.Large-scale cyclic and hybridsimulation testing and development of a controlled-rockingsteel building system with replaceable fuses[R].NSELReport Series Report,No.NSEL-025,2010
[11]Christopoulos C,Tremblay R,Kim H J,et al.Self-centeringenergy dissipative bracing system for the seismic resistance ofstructures:development and validation[J].Journal ofStructural Engineering,2008,134(1):96-107
[12]Tremblay R,Lacerte M,Christopoulos C.Seismic response ofmultistory buildings with self-centering energy dissipative steelbraces[J].Journal of Structural Engineering,ASCE,2008,134(1):108-120
[13]曲哲,叶列平.摇摆墙-框架体系的抗震损伤机制控制研究[J].地震工程与工程振动,2011,31(4):40-49(Qu Zhe,Ye Lieping.Seismic damage mechanism controlof rocking wall-frame system[J].Earquake Engineeringand Engineering Vibration,2011,31(4):40-49(inChinese))
[14]MacRae G A,Kimura Y,Roeder C.Effect of columnstiffness on braced frame seismic behavior[J].Journal ofStructural Engineering,ASCE,130(3):381-391
[15]沈蒲生.混凝土结构设计[M].第3版.北京:高等教育出版社,2007:194-196
[16]包头钢铁设计研究总院,中国钢结构协会房屋建筑钢结构协会.钢结构设计与计算[M].第2版.北京:机械工业出版社,2006:75-77
[17]宋子文.自复位耗能支撑结构的地震响应分析[D].哈尔滨:哈尔滨工业大学,2010(Song Ziwen.Seismicresponse analysis of structures with self-centering energydisspative braces[D].Harbin:Harbin Institute ofTechnology,2010(in Chinese))
[18]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011—2010 Code for seismicdesign of buildings[S].Beijing:China Architecture andBuilding Press,2010(in Chinese))
[2]刘启方,袁一凡,金星,等.近断层地震动的基本特征[J].地震工程与工程振动,2006,26(1):1-10(LiuQifang,Yuan Yifan,Jin Xing,et al.Basic characteristicsof near-fault ground motion[J].Earquake Engineering andEngineering Vibration,2006,26(1):1-10(in Chinese))
[3]李爽,谢礼立.近场脉冲型地震动对钢筋混凝土框架结构的影响[J].沈阳建筑大学学报:自然科学版,2006,22(3):406-410(Li Shuang,Xie Lili.Effects of near-fieldpulse-like ground motions on reinforced concrete framestructures[J].Journal of Shenyang Jianzhu University:Natural Science,2006,22(3):406-410(in Chinese))
[4]Housner G W.The behavior of inverted pendulum structuresduring earthquakes[J].Bulletin of the Seismological Societyof America,1963,53(2):403-417
[5]Alavi B,Krawinkler H.Strengthening of moment-resistingframe structures against near-fault ground motion effects[J].Earthquake Engineering and Structure Dynamics,2004,33(6):707-722
[6]Ajrab J,Pekcan G,Mander J.Rocking wall-frame structureswith supplemental tendon systems[J].Journal of StructuralEngineering,2004,130(6):895-903
[7]曲哲,和田章,叶列平.摇摆墙在框架结构抗震加固中的应用[J].建筑结构学报,2011,32(9):11-19(QuZhe,Wada Akira,Ye Lieping.Seismic retrofit of framestructures using rocking wall system[J].Journal ofBuilding Structures,2011,32(9):11-19(in Chinese))
[8]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10(Zhou Ying,Lu Xilin.State-of-the-art on rocking and self-centering structures[J].Journal of Building Structures,2011,32(9):1-10(inChinese))
[9]Kam W Y,Pampanin S,Palermo A,et al.Self-centeringstructural systems with combination of hysteretic andviscous energy dissipations[J].Earthquake Engineeringand Structure Dynamics,2010,39(10):1083-1108
[10]Eatherton M R,Hajjar J F.Large-scale cyclic and hybridsimulation testing and development of a controlled-rockingsteel building system with replaceable fuses[R].NSELReport Series Report,No.NSEL-025,2010
[11]Christopoulos C,Tremblay R,Kim H J,et al.Self-centeringenergy dissipative bracing system for the seismic resistance ofstructures:development and validation[J].Journal ofStructural Engineering,2008,134(1):96-107
[12]Tremblay R,Lacerte M,Christopoulos C.Seismic response ofmultistory buildings with self-centering energy dissipative steelbraces[J].Journal of Structural Engineering,ASCE,2008,134(1):108-120
[13]曲哲,叶列平.摇摆墙-框架体系的抗震损伤机制控制研究[J].地震工程与工程振动,2011,31(4):40-49(Qu Zhe,Ye Lieping.Seismic damage mechanism controlof rocking wall-frame system[J].Earquake Engineeringand Engineering Vibration,2011,31(4):40-49(inChinese))
[14]MacRae G A,Kimura Y,Roeder C.Effect of columnstiffness on braced frame seismic behavior[J].Journal ofStructural Engineering,ASCE,130(3):381-391
[15]沈蒲生.混凝土结构设计[M].第3版.北京:高等教育出版社,2007:194-196
[16]包头钢铁设计研究总院,中国钢结构协会房屋建筑钢结构协会.钢结构设计与计算[M].第2版.北京:机械工业出版社,2006:75-77
[17]宋子文.自复位耗能支撑结构的地震响应分析[D].哈尔滨:哈尔滨工业大学,2010(Song Ziwen.Seismicresponse analysis of structures with self-centering energydisspative braces[D].Harbin:Harbin Institute ofTechnology,2010(in Chinese))
[18]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011—2010 Code for seismicdesign of buildings[S].Beijing:China Architecture andBuilding Press,2010(in Chinese))
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