摇摆墙在框架结构抗震加固中的应用
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摘要
介绍一种摇摆墙体系及其在框架结构抗震加固中的应用。摇摆墙是采用特殊构造、底部具有一定转动能力和较大抗侧刚度的结构墙体,它能够有效控制结构在地震作用下的侧向变形模式,且能够以多种方式与消能减震装置结合,提高结构的耗能能力,进而提升结构整体的抗震能力。通过集中质量层模型的动力弹塑性分析研究了摇摆墙的刚度需求,介绍国际上首个采用摇摆墙体系抗震加固的11层钢骨混凝土框架结构实例,并对加固前后的结构抗震性能进行对比分析。结果表明,摇摆墙体系能够有效降低结构在不同地震动输入下的平均地震响应,且可显著减小结构地震响应的离散性,使结构的损伤模式和抗震性能更加易于控制。
An innovative seismic passive control system of rocking walls was introduced.Rocking walls are specially-detailed structural walls with finite rotating capacity at the base and large lateral stiffness.The rocking wall system is capable of controlling the lateral deformation pattern of the building structure and allows flexible arrangement of energy dissipation devices in order to increase the energy dissipation capacity of the building.Stiffness demand for the rocking wall was studied through nonlinear dynamic analysis of lumped mass model with vertically continuous components.An application of the rocking wall system to the seismic retrofit of an 11-story steel reinforced concrete frame was introduced.The seismic performances of the structure before and after the retrofit were compared through nonlinear dynamic analysis.Results show that the rocking wall system can significantly reduce the seismic responses to different earthquake ground motions as well as their dispersions.This makes the damage mechanism and the seismic performance of the retrofitted building more predictable.
An innovative seismic passive control system of rocking walls was introduced.Rocking walls are specially-detailed structural walls with finite rotating capacity at the base and large lateral stiffness.The rocking wall system is capable of controlling the lateral deformation pattern of the building structure and allows flexible arrangement of energy dissipation devices in order to increase the energy dissipation capacity of the building.Stiffness demand for the rocking wall was studied through nonlinear dynamic analysis of lumped mass model with vertically continuous components.An application of the rocking wall system to the seismic retrofit of an 11-story steel reinforced concrete frame was introduced.The seismic performances of the structure before and after the retrofit were compared through nonlinear dynamic analysis.Results show that the rocking wall system can significantly reduce the seismic responses to different earthquake ground motions as well as their dispersions.This makes the damage mechanism and the seismic performance of the retrofitted building more predictable.
引文
[1]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究:汶川地震极震区几个框架结构震害案例分析[J].建筑结构学报,2009,30(6):67-76.(YE Lieping,LU Xinzheng,ZHAO Shichun,et al.Seismic collapse resistance of RC frame structures:casestudies on seismic damages of several RC framestructures under extreme ground motion in WenchuanEarthquake[J].Journal of Building Structures,2009,30(6):67-76.(in Chinese))
[2]Ajrab J J,Pekcan G,Mander J B.Rocking wall-framestructures with supplemental tendon systems[J].Journal of Structural Engineering,2004,130(6):895-903.
[3]Midorikawa M,Azuhata T,Ishihara T,et al.Shakingtable tests on seismic response of steel braced frameswith column uplifts[J].Earthquake Engineering andStructural Dynamics,2007,35(14):1767-1785.
[4]Marriott D,Pampanin S,Bull D,et al.Dynamictesting of precast,post-tensioned rocking wall systemswith alternative dissipating solutions[J].Bulletin of theNew Zealand Society for Earthquake Engineering,2008,41(2):90-103.
[5]Deierlein G G,Ma X,Eatherton M,et al.Collaborative research on development of innovativesteel braced frame systems with controlled rocking andreplaceable fuses[C]//Proceedings of the 6thInternational Conference on Urban EarthquakeEngineering.Tokyo,Japan:CUEE,2009:413-416.
[6]Wada A,Qu Z,Ito H,et al.Seismic retrofit usingrocking walls and steel dampers[C]//ATC&SEIConference on Improving the Seismic Performance ofExisting Buildings and Other Structures.San Francisco,US:ASCE,2009:1010-1021.
[7]MacRae G A,Kimura Y,Roeder C.Effect of columnstiffness on braced frame seismic behavior[J].Journalof Structural Engineering,ASCE,2004,130(3):381-391.
[8]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.(GB 50011—2001 Codefor seismic design of buildings[S].Beijing:ChinaArchitectures&Building Press,2002.(in Chinese))
[9]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010.(Qu Zhe.Studyon seismic damage mechanism control and design ofrocking wall-frame structures[D].Beijing:TsinghuaUniversity,2010.(in Chinese))
[10]Wada A,Uchiyama Y,Motoyui S,et al.Seismicretrofit of existing RC building with rocking wall:part1:retrofit plan and steel damper experiment[C]//Summaries of Technical Papers of Annual Meeting.Tokyo:Architectural Institute of Japan,2010,C-2:623-624.(in Japanese)
[11]Technical recommendation on energy-based seismicdesign[S].Tokoy:The Building Center of Japan,2006.(in Japanese)
[12]徐培蓁,叶列平.日本《基于能量抗震设计规程》介绍[J].工程抗震与加固改造,32(3),2010:59-67.(Xu Peizhen,Ye Lieping.Introduction of technologicalstandard for earthquake-resistant calculation method forbuildings based on energy balance in Japan[J].Earthquake Resistant Engineering and Retrofitting,20103,2(3):59-67.(in Chinese))
[2]Ajrab J J,Pekcan G,Mander J B.Rocking wall-framestructures with supplemental tendon systems[J].Journal of Structural Engineering,2004,130(6):895-903.
[3]Midorikawa M,Azuhata T,Ishihara T,et al.Shakingtable tests on seismic response of steel braced frameswith column uplifts[J].Earthquake Engineering andStructural Dynamics,2007,35(14):1767-1785.
[4]Marriott D,Pampanin S,Bull D,et al.Dynamictesting of precast,post-tensioned rocking wall systemswith alternative dissipating solutions[J].Bulletin of theNew Zealand Society for Earthquake Engineering,2008,41(2):90-103.
[5]Deierlein G G,Ma X,Eatherton M,et al.Collaborative research on development of innovativesteel braced frame systems with controlled rocking andreplaceable fuses[C]//Proceedings of the 6thInternational Conference on Urban EarthquakeEngineering.Tokyo,Japan:CUEE,2009:413-416.
[6]Wada A,Qu Z,Ito H,et al.Seismic retrofit usingrocking walls and steel dampers[C]//ATC&SEIConference on Improving the Seismic Performance ofExisting Buildings and Other Structures.San Francisco,US:ASCE,2009:1010-1021.
[7]MacRae G A,Kimura Y,Roeder C.Effect of columnstiffness on braced frame seismic behavior[J].Journalof Structural Engineering,ASCE,2004,130(3):381-391.
[8]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.(GB 50011—2001 Codefor seismic design of buildings[S].Beijing:ChinaArchitectures&Building Press,2002.(in Chinese))
[9]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010.(Qu Zhe.Studyon seismic damage mechanism control and design ofrocking wall-frame structures[D].Beijing:TsinghuaUniversity,2010.(in Chinese))
[10]Wada A,Uchiyama Y,Motoyui S,et al.Seismicretrofit of existing RC building with rocking wall:part1:retrofit plan and steel damper experiment[C]//Summaries of Technical Papers of Annual Meeting.Tokyo:Architectural Institute of Japan,2010,C-2:623-624.(in Japanese)
[11]Technical recommendation on energy-based seismicdesign[S].Tokoy:The Building Center of Japan,2006.(in Japanese)
[12]徐培蓁,叶列平.日本《基于能量抗震设计规程》介绍[J].工程抗震与加固改造,32(3),2010:59-67.(Xu Peizhen,Ye Lieping.Introduction of technologicalstandard for earthquake-resistant calculation method forbuildings based on energy balance in Japan[J].Earthquake Resistant Engineering and Retrofitting,20103,2(3):59-67.(in Chinese))
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