巨型框架悬挂体系共振效应分析
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摘要
目的研究巨型框架悬挂体系共振效应,得出若干个有益结果,为抗震工程设计提供参考.方法基于简化准则,将巨型框架悬挂体系的格构式主体结构简化为梁、柱模型后,利用SAP2000软件讨论其模型的合理性;其次利用弹塑性静力分析方法将梁、柱模型简化为层模型,通过分析证实层模型的有效性.在此基础上采用"短周期地震波"和"长周期地震波",利用自编程序进行弹塑性地震响应时程分析.结果"长周期地震波"产生的响应比"短周期地震波"产生的响应大,其比值为1.87~2.8,甚至累积塑性变形倍数iη的比值达到587.结论在进行周期比较长的结构设计时,除了按《建筑抗震设计规范》(GB 50011-2001)确定地震动最大加速度峰值以外,还要综合考虑其地震动速度谱或能量谱的特性以及地震动作用时间等因素.
Several useful results were obtained by the research of mega-frame suspension system resonance effects,which provides a reference for the seismic design.Based on the simplification,the lattice major structure of the mega-frame suspended system was simplified to a beam-column model,and the model′s rationality has been checked by SAP2000.Then the beam-column model was simplified again to the layer model through the elastic-plastic static analysis.The validity of the layer model has been proved through the analysis.According to the study,with"short-period seismic waves"and"long-period seismic waves",the elastic-plastic seismic response time by self-compiling program was analyzed.The results indicate that the"Long-period seismic waves"generated bigger seismic responses than the"short-period seismic waves",the ratio of them was 1.87 to 2.8,even the ratio of the multiple of cumulative plastic deformation was 587.When such a structure is designed for a relatively long period,the maximum acceleration peak of earthquake motion is determined,according not only to the"Code for Seismic Design of Buildings"(GB 50011-2001),but also to the properties of velocity spectrum,energy spectrum,seismic time,and other factors.
Several useful results were obtained by the research of mega-frame suspension system resonance effects,which provides a reference for the seismic design.Based on the simplification,the lattice major structure of the mega-frame suspended system was simplified to a beam-column model,and the model′s rationality has been checked by SAP2000.Then the beam-column model was simplified again to the layer model through the elastic-plastic static analysis.The validity of the layer model has been proved through the analysis.According to the study,with"short-period seismic waves"and"long-period seismic waves",the elastic-plastic seismic response time by self-compiling program was analyzed.The results indicate that the"Long-period seismic waves"generated bigger seismic responses than the"short-period seismic waves",the ratio of them was 1.87 to 2.8,even the ratio of the multiple of cumulative plastic deformation was 587.When such a structure is designed for a relatively long period,the maximum acceleration peak of earthquake motion is determined,according not only to the"Code for Seismic Design of Buildings"(GB 50011-2001),but also to the properties of velocity spectrum,energy spectrum,seismic time,and other factors.
引文
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[11]唐柏鉴,阮含婷.附加阻尼的悬挂式巨型钢框架支撑体系模态分析[J].江苏科技大学,2008,22(4):18-23.(Tang Baijian,Ruan Hanting.Modal analysis ofmega-frame-brace-suspended structure withdamper[J].Journal of Jiangsu University of Scienceand Technology:Natural Science,2008,22(4):18-23.)
[12]裴星洙,张立,任正权.高层建筑结构地震响应的时程分析法[M].北京:中国水利水电出版社,2006.(Pei Xingzhu,Zhang Li,Ren Zhengquan.Time his-tory analysis method of seismic response of tallbuilding structures[M].Beijing:China Water PowerPress,2006.)
[13]裴星洙,廖述清,张立.基于性能设计的建筑振动解析[M].西安:西安交通大学出版社,2004.(Pei Xingzhu,Liao Shuqing,Zhang Li.Seismic re-sponse analysis methods for performance based de-sign[M].Xi′an:Xi′an Jiaotong University Press,2004.)
[14]裴星洙,廖述清.基于建筑抗震设计规范的设计用地震动分析[J].世界地震工程,2006,22(2):154-160.(Pei Xingzhu,Liao Shuqing.Analyses of seismicwaves for building structure design based on the de-sign code of earthquake-resistant structures[J].World Earthquake Engineering,2006,22(2):154-160.)
[15]Chang K,Lin Y,Chen C.Shaking table study on dis-placement based design for seismic retrofit o f exist-ing buildings using nonlinear viscous dampers[J].Journal of Structural Engineering,ASCE,2008,134(4):671-681.
[16]Huang S,Skokan M,Islam S,et al.Seismic retrofitsolutions compared for a public administration build-ing[C]//Proceeding of2007Structures Congress:New Horizons and Better Practices.California:A-merican Society of Civil Engineers,2007:1-4.
[17]Castellano M G,Balducci F,Antonucci R.Shakingtable tests on RC frame with dissipative bracings[C]//Proceeding of2008Seismic Engineering Con-ference.Melville:American Institute Physic,2008:1358-1365.
[2]黄怡,王元清,石永久.支撑布置形式对多高层钢结构抗震性能的影响分析[J].钢结构,2005,20(5):41-45.(Huang Yi,Wang Yuanqing,Shi Yongjiu.Analysisof seismic behaviors of multi-storey and high-risesteel structures with different layout of braces[J].Steel Structure,2005,20(5):41-45.)
[3]彭观寿,高轩能,陈明华.支撑布置对钢框架结构抗侧刚度的影响[J].工业建筑,2008,38(5):83-88.(Peng Guanshou,Gao Xuanneng,Chen Minghua.Effects of layout of bracing on lateral stiffness ofsteel frames[J].Industrial Construction,2008,38(5):83-88.)
[4]Hou X,Tagawa H.Displacement-restraint bracingfor seismic retrofit of steel moment frames[J].Jour-nal of Constructional Steel Research,2008,12:1-9.
[5]Massood M,Lotfollahi M.On the characteristics ofnew ductile knee bracing systems[J].Journal ofConstructional Steel Research,2006,62:271-281.
[6]Aydin E,Boduroglu M H.Optimal placement of steeldiagonal braces for upgrading the seismic capacity ofexisting structures and its comparison with optimaldampers[J].Journal of Constructional Steel Re-search,2008,64:72-86.
[7]Di Sarno L,Elnashi A S.Bracing systems for seismicretrofitting of steel frames[J].Journal of Construc-tional Steel Research,2009,65:452-465.
[8]颜潇潇,童根树,景亭,等.跨层巨型斜支撑体系的节点分析与设计[J].工业建筑,2008,38(10):108-111.(Yan Xiaoxiao,Tong Genshu,Jing Ting,et al.Jointsof multi-story spanned diagonal bracing system intall steel buildings:analysis and design method[J].Industrial Construction,2008,38(10):108-111.)
[9]Yoo J H,Roeder C W,Lehman.Simulated behaviorof multi-storey X-braced frame s[J].EngineeringStructures,2009,31:182-197.
[10]Behrokh H H,Masoud H.Study of a semi-rigidsteel braced building damaged in the Bam earthquake[J].Journal of Constructional Steel Research,2008,64:704-721.
[11]唐柏鉴,阮含婷.附加阻尼的悬挂式巨型钢框架支撑体系模态分析[J].江苏科技大学,2008,22(4):18-23.(Tang Baijian,Ruan Hanting.Modal analysis ofmega-frame-brace-suspended structure withdamper[J].Journal of Jiangsu University of Scienceand Technology:Natural Science,2008,22(4):18-23.)
[12]裴星洙,张立,任正权.高层建筑结构地震响应的时程分析法[M].北京:中国水利水电出版社,2006.(Pei Xingzhu,Zhang Li,Ren Zhengquan.Time his-tory analysis method of seismic response of tallbuilding structures[M].Beijing:China Water PowerPress,2006.)
[13]裴星洙,廖述清,张立.基于性能设计的建筑振动解析[M].西安:西安交通大学出版社,2004.(Pei Xingzhu,Liao Shuqing,Zhang Li.Seismic re-sponse analysis methods for performance based de-sign[M].Xi′an:Xi′an Jiaotong University Press,2004.)
[14]裴星洙,廖述清.基于建筑抗震设计规范的设计用地震动分析[J].世界地震工程,2006,22(2):154-160.(Pei Xingzhu,Liao Shuqing.Analyses of seismicwaves for building structure design based on the de-sign code of earthquake-resistant structures[J].World Earthquake Engineering,2006,22(2):154-160.)
[15]Chang K,Lin Y,Chen C.Shaking table study on dis-placement based design for seismic retrofit o f exist-ing buildings using nonlinear viscous dampers[J].Journal of Structural Engineering,ASCE,2008,134(4):671-681.
[16]Huang S,Skokan M,Islam S,et al.Seismic retrofitsolutions compared for a public administration build-ing[C]//Proceeding of2007Structures Congress:New Horizons and Better Practices.California:A-merican Society of Civil Engineers,2007:1-4.
[17]Castellano M G,Balducci F,Antonucci R.Shakingtable tests on RC frame with dissipative bracings[C]//Proceeding of2008Seismic Engineering Con-ference.Melville:American Institute Physic,2008:1358-1365.
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