K形偏心支撑钢框架的弹性抗侧刚度与极限承载力
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摘要
为了明确K形偏心支撑的传力路径和内力分配,便于计算层间侧移和耗能连梁转角,依据结构力学基本假定,给出了K形偏心支撑框架各构件在侧向力作用下的内力表达式,进而推导出K形偏心支撑弹性抗侧刚度的近似计算公式,通过试验数据和ANSYS有限元分析,验证了公式的精确性,并提出了K形偏心支撑构件的简便设计方法;基于虚功原理和小变形假定,当已知外力分布时,依据偏心支撑达到极限状态时的典型屈服机制,推导出K形偏心支撑极限承载力公式,利用SAP2000对10层算例进行推覆分析,验证了极限承载力公式,为工程设计提供参考依据.
In order to identify the loading path and internal force distribution of K-eccentric braced steel frames, and compute story drift and link rotation conveniently, based on the fundamental assumption of structural mechanics, the formulas of elastic internal forces of K-eccentric braced steel frames subjected to lateral loads have been proposed. The elastic lateral stiffness approximate formula of K-eccentric braced steel frames is then derived, and the formulas are well-supported by the experimental data and finite element analysis. Simple and convenient design method of K-eccentric braced frames is proposed. When lateral load distribution was known, the formula of ultimate capacity of K-eccentric braced steel frames is derived based on virtual work principle, small deformation assumption and typical yielding mechanism of ultimate state. Pushover analysis of 10-storey K-eccentric braced steel frame is conducted by finite element software SAP2000, and the analysis result confirmed well with the calculation of formula. The formula of ultimate capacity can provide a reference for structure design of K-eccentric braced steel frames.
In order to identify the loading path and internal force distribution of K-eccentric braced steel frames, and compute story drift and link rotation conveniently, based on the fundamental assumption of structural mechanics, the formulas of elastic internal forces of K-eccentric braced steel frames subjected to lateral loads have been proposed. The elastic lateral stiffness approximate formula of K-eccentric braced steel frames is then derived, and the formulas are well-supported by the experimental data and finite element analysis. Simple and convenient design method of K-eccentric braced frames is proposed. When lateral load distribution was known, the formula of ultimate capacity of K-eccentric braced steel frames is derived based on virtual work principle, small deformation assumption and typical yielding mechanism of ultimate state. Pushover analysis of 10-storey K-eccentric braced steel frame is conducted by finite element software SAP2000, and the analysis result confirmed well with the calculation of formula. The formula of ultimate capacity can provide a reference for structure design of K-eccentric braced steel frames.
引文
[1]杨文侠,顾强,宋振森等.Y形偏心支撑钢框架的地震反应折减系数和超强系数[J].工程力学,2012,29(10):129-136.YANG Wenxia,GU Qiang,SONG Zhensen,et al.Response modification factor R and overstrength factor?of Y-eccentric braced steel frame[J].Engineering mechanics,2012,29(10):129-136.
[2]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.The Ministry of Housing and Urban-rural Development of the People's Republic of China.JGJ 99-98,Technical specification for steel structure of tall buildings[S].Beijing:China Architecture Industry Press,1998.
[3]AISC341-10.Seismic Provision for Structure Steel Buildings[S].Chicago:American Institute of Steel Construction,2010.
[4]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.The Ministry of Housing and Urban-rural development of the People's Republic of China.GB50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2010.
[5]RICHARDS P W.Estimating the stiffness of eccentrically braced frames[J].Practice Periodical on Structural Design and Construction,2010,15(1):91-95.
[6]ROBERT E.Controlling behavior through design.Steel structures[M].America:Wiley,1994:481-484.
[7]石永久,熊俊,王元清等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,31(2):29-34.SHI Yongjiu,XIONG Jun,WANG Yuanqing et al.Experimental studies on seismic performance of multi-storey steel frame with eccentric brace[J].Journal of Building Structure,2010,31(2):29-34.
[8]MASTRANDREA L,PILUSO V.Plastic design of eccentrically braced frames,I:Moment–shear interaction[J].Journal of Constructional Steel Research,2009,65(5):1007-1014.
[9]MASTRANDREA L,PILUSO V.Plastic design of eccentrically braced frames,II:Failure mode control[J].Journal of Constructional Steel Research,2009,65(5):1015-1028.
[10]RICHARDS P W.Cyclic stability and capacity design of steel eccentrically braced frames[D].San Diego:University of California,2004.
[11]RICLES J.M,POPOV E P.Inelastic link element for EBF seismic analysis[J].Structural Engineering,1994,120(2):441-463.
[12]RAMADAN T,GHOBARAH A.Analytical model for shear-link behavior[J].Structural Engineering,1995,121(11):1574-1580.
[13]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型,兰州理工大学学报[J],2010,36(5):111-114.YANG Wenxia,LI Chunyan,GU Qiang.Nonlinear analysis model SAP2000 for eccentrically braced steel frames with Y-links[J].Journal of Lanzhou University of Technology,2010,36(5):111-114.
[14]FEMA.NEHRP recommended provisions for seismic regulations for new buildings and other structures[S].FEMA-450,Federal Emergency Management Agency,Washington,2003.
[2]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.The Ministry of Housing and Urban-rural Development of the People's Republic of China.JGJ 99-98,Technical specification for steel structure of tall buildings[S].Beijing:China Architecture Industry Press,1998.
[3]AISC341-10.Seismic Provision for Structure Steel Buildings[S].Chicago:American Institute of Steel Construction,2010.
[4]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.The Ministry of Housing and Urban-rural development of the People's Republic of China.GB50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2010.
[5]RICHARDS P W.Estimating the stiffness of eccentrically braced frames[J].Practice Periodical on Structural Design and Construction,2010,15(1):91-95.
[6]ROBERT E.Controlling behavior through design.Steel structures[M].America:Wiley,1994:481-484.
[7]石永久,熊俊,王元清等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,31(2):29-34.SHI Yongjiu,XIONG Jun,WANG Yuanqing et al.Experimental studies on seismic performance of multi-storey steel frame with eccentric brace[J].Journal of Building Structure,2010,31(2):29-34.
[8]MASTRANDREA L,PILUSO V.Plastic design of eccentrically braced frames,I:Moment–shear interaction[J].Journal of Constructional Steel Research,2009,65(5):1007-1014.
[9]MASTRANDREA L,PILUSO V.Plastic design of eccentrically braced frames,II:Failure mode control[J].Journal of Constructional Steel Research,2009,65(5):1015-1028.
[10]RICHARDS P W.Cyclic stability and capacity design of steel eccentrically braced frames[D].San Diego:University of California,2004.
[11]RICLES J.M,POPOV E P.Inelastic link element for EBF seismic analysis[J].Structural Engineering,1994,120(2):441-463.
[12]RAMADAN T,GHOBARAH A.Analytical model for shear-link behavior[J].Structural Engineering,1995,121(11):1574-1580.
[13]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型,兰州理工大学学报[J],2010,36(5):111-114.YANG Wenxia,LI Chunyan,GU Qiang.Nonlinear analysis model SAP2000 for eccentrically braced steel frames with Y-links[J].Journal of Lanzhou University of Technology,2010,36(5):111-114.
[14]FEMA.NEHRP recommended provisions for seismic regulations for new buildings and other structures[S].FEMA-450,Federal Emergency Management Agency,Washington,2003.
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