多层屈曲约束斜撑钢框架静动力抗震设计
详细信息 本馆镜像全文    |  推荐本文 | | 获取馆网全文
摘要
为简化多层钢框架结构在强震作用下的弹塑性时程分析,并从能量与层间位移的角度建立评价关系式,以屈曲约束支撑水平力分担率β为主要研究参数建立6个多层屈曲约束斜撑钢框架模型,对各模型静动力弹塑性分析结果进行比较研究。计算分析表明,当β为20%~60%时,各模型各层的层间位移、屈曲约束斜撑的的塑性变形能量分布以及层滞回曲线关系的静力分析值与弹塑性时程分析值基本吻合,其静力分析能够比较准确的评价强震作用下地震反应效应,其设计可采用修正底部剪力法。
In order to simplify the dynamic analysis of multi-storey steel frames in strong earthquake,taking the share ratio β of horizontal force of buckling restrained brace(BRB) as the para-meter,6 multi-layer buckling restrained braced frame(BRBF) models were established,and an evaluation equation was given based on energy and storey displacement.The results revealed that the storey displacement,plastic energy distribution of buckling restrained brace and the hysteretic curve are in agreement with those given by the elastic-plastic time-history analysis when the share ratio β is between 20% and 60%.Therefore,the static analysis can evaluate the seismic response accurately in strong earthquake when frames are designed with the modified base shear method and the share ratio β between 20% and 60%.
引文
[1]崔春义,孙占琦,赵颖华,等.三维复杂高层建筑抗震性能动力时程分析[J].广西大学学报:自然科学版,2009,34(3):305-309.
    [2]张凯,刘洪兵,刘江,等.静力弹塑性分析在不规则结构中的应用研究[J].工程抗震与加固改造,2010,32(1):19-24.
    [3]李永平,姚一丁.静力弹塑性分析方法在多层排架工业厂房中的应用[J].建筑技术,2011,42(5):459-461.
    [4]戴素娟,马飞飞,卢玉华,等.弹塑性静力分析法在结构抗震设计中的应用[J].四川建筑科学研究,2010,36(1):149-154.
    [5]周云.金属耗能减震结构设计[M].武汉:武汉理工大学出版社,2006.
    [6]李宏男,霍林生.结构多维减震控制[M].北京:科技出版社,2008.
    [7]汪家铭,中岛正爱,陆烨.屈曲约束支撑体系的应用与研究进展(Ⅰ)[J].建筑钢结构进展,2005,7(1):1-12.
    [8]汪家铭,中岛正爱.屈曲约束支撑体系的应用与研究进展(Ⅱ)[J].建筑钢结构进展,2005,7(2):1-11.
    [9]孙建华,罗开海,王亚勇,等.含屈曲约束耗能支撑的高层建筑地震作用效应分析[J].工程抗震与加固改造,2007,29(4):1-8.
    [10]孔祥雄,罗开海,程绍革.含有屈曲约束支撑平面框架的抗震性能试验研究[J].建筑结构,2010,40(10):7-10.
    [11]TAKAHATA R,NAGAO T,ROKUGOU M.Seismic performances of buckling-restrained braced steel frames in US and Ja-pan[J].Journal of Constructional Steel,2006,14:277-284.
    [12]NAGAO T,TAKAHATA A,BAO E H.Damage concentration in multi-story buckling restrained braced frame(BRBF)-re-lations with participant ratioβof BRB[C/OL]//China Earthquake Administration.Proceedings of the fourteenth WorldConference on Earthquake Engineering.Beijing,China,2008.http://www.nicee.org/wcee/search14.php?cpage=23&tit=&auth=&key=&cat=&process=1.
    [13]BAO E H,NAGAO T,TAKAHATA R.Equivalent static story-shear-force distribution for multi-story BRBF with large par-ticipation ratio(β)[J].Journal of Structural Engineering,2009,55:231-237.
    [14]OGAWA K,TADA M.Combined non-linear analysis for plane frame(“clap”)[C]//Architectural Institute of Japan.Proc.of 17th Symposium on Computer Technology on Information Systems and Applications.Tokyo:Showa intelligencePress,1994:79-84.
    [15]包恩和,虞爱平,刘宝臣,等.多层屈曲约束斜撑钢框架弹塑性分析研究[J].四川建筑科学研究,2011,37(4):13-17.
    [16]Building Center of Japan.The seismic calculation method benchmark explanation and explanation of calculation cases basedon energy balance rules[M].Tokyo:Showa intelligence Press,2007:76.

版权所有:© 2023 中国地质图书馆 中国地质调查局地学文献中心