偏心支撑钢框架基于屈服点谱的性态抗震设计(Ⅰ)——方法
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摘要
屈服点谱(Yield Point Spectra,YPS)是一种新的等延性位移加速度反应谱。以7条坚硬场地条件下的地震记录为输入,建立了适用于结构设计的屈服点谱,并且提出了基于YPS确定K型偏心支撑钢框架(EBF)屈服基底剪力的性态设计方法,对周边构件进行了能力设计。
Yield point spectra(YPS) are a new response spectrum with the displacement acceleration format.A total of 7 ground motion records under the still soil site condition was selected to construct the YPS appropriate for the seismic design.The paper proposed the capacity design approach of performance,that is,the base shear of K-eccentrically braced steel frame was determined based on the YPS,and the design of elements surrounding of K-EBF was performed based on the capacity design approach.The reliability of this method was examined in the relative paper.
Yield point spectra(YPS) are a new response spectrum with the displacement acceleration format.A total of 7 ground motion records under the still soil site condition was selected to construct the YPS appropriate for the seismic design.The paper proposed the capacity design approach of performance,that is,the base shear of K-eccentrically braced steel frame was determined based on the YPS,and the design of elements surrounding of K-EBF was performed based on the capacity design approach.The reliability of this method was examined in the relative paper.
引文
[1]邹昀,吕西林.基于结构性能的抗震设计理论和方法[J].工业建筑,2006,36(9):10-15.
[2]辛力,梁兴文.高层建筑结构直接基于位移的抗震设计方法[J].工业建筑,2008,38(7):6-10.
[3]Mark Aschheim.Seismic design based on the Yield Displacement[J].Earthquake Spectra,2002,18(4):581-600.
[4]戴君武,张敏政,黄玉龙.偏心结构扭转振动研究中几个基本参量的讨论[J].地震工程与工程振动,2002,22(6):38-43.
[5]孙国华,高晓莹,何若全.钢框架结构屈服位移比的稳定性分析[J].工业建筑,2010,40:579-558.
[6]中国建筑科学研究院.GB 50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]王二标,顾强.K型偏心支撑钢框架的结构影响系数[J].苏州科技学院学报:工程技术版,2007,20(3):10-14.
[8]申永康.钢框架-V形偏心支撑体系的结构影响系数和位移放大系数[D].南京:河海大学,2008.
[9]Edgar F.Black.Seismic design and evaluation of multistory buildings using yield point spectra[D].University of Illinois,USA,2000.
[10]Shih-Ho Chao.Performance-based seismic design of EBF using target drift and yield mechanism as performance criteria[R].University of Michi-gan,USA,2005
[11]Leelataviwat,Goel,Stojadinovic.Toward Performance-Based Seismic Design of Structures[J].Earthquake Spectra,1999,15(3):435-461.
[12]中国建筑科学研究院.JGJ 99-98,高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[13]钱稼茹.美国偏心支撑框架(EBF)的极限状态设计与实例[J].钢结构,1994,25(3):185-188.
[2]辛力,梁兴文.高层建筑结构直接基于位移的抗震设计方法[J].工业建筑,2008,38(7):6-10.
[3]Mark Aschheim.Seismic design based on the Yield Displacement[J].Earthquake Spectra,2002,18(4):581-600.
[4]戴君武,张敏政,黄玉龙.偏心结构扭转振动研究中几个基本参量的讨论[J].地震工程与工程振动,2002,22(6):38-43.
[5]孙国华,高晓莹,何若全.钢框架结构屈服位移比的稳定性分析[J].工业建筑,2010,40:579-558.
[6]中国建筑科学研究院.GB 50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]王二标,顾强.K型偏心支撑钢框架的结构影响系数[J].苏州科技学院学报:工程技术版,2007,20(3):10-14.
[8]申永康.钢框架-V形偏心支撑体系的结构影响系数和位移放大系数[D].南京:河海大学,2008.
[9]Edgar F.Black.Seismic design and evaluation of multistory buildings using yield point spectra[D].University of Illinois,USA,2000.
[10]Shih-Ho Chao.Performance-based seismic design of EBF using target drift and yield mechanism as performance criteria[R].University of Michi-gan,USA,2005
[11]Leelataviwat,Goel,Stojadinovic.Toward Performance-Based Seismic Design of Structures[J].Earthquake Spectra,1999,15(3):435-461.
[12]中国建筑科学研究院.JGJ 99-98,高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[13]钱稼茹.美国偏心支撑框架(EBF)的极限状态设计与实例[J].钢结构,1994,25(3):185-188.
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