X型中心支撑钢框架的结构影响系数
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摘要
不同结构体系的设计地震作用与结构影响系数有关。结构影响系数的取值与结构延性、强度储备有关。基于《建筑抗震设计规范》(GB50011-2001),设计了三个X型中心支撑钢框架,采用Pushover方法,得出了其结构影响系数。仅就上面的算例而言,抗震设计规范对X型中心支撑钢框架水平地震作用的取值偏大。
The design earthquake action of various structural systems is affected by structural influencing coefficient which is related with structural ductility and overstrength.Based on Code for Seismic Design of Building(GB50011),the paper designs three concentrically X-braced steel frames and their structural coefficients are obtained by Push-over analysis.The result indicates that the above code sets high scale for horizontal earthquake action of concentrically X-braced steel frame.
The design earthquake action of various structural systems is affected by structural influencing coefficient which is related with structural ductility and overstrength.Based on Code for Seismic Design of Building(GB50011),the paper designs three concentrically X-braced steel frames and their structural coefficients are obtained by Push-over analysis.The result indicates that the above code sets high scale for horizontal earthquake action of concentrically X-braced steel frame.
引文
[1]何若全,顾强,孙国华.关于钢结构抗震设计中结构影响系数的讨论[J].苏州科技学院学报:工程技术版,2004,17(4):29-32.
[2]CECS160:2004,建筑工程抗震性态设计通则(试用)[S].
[3]Anil K Chopra,Ernesto F Cruz.Evaluation of building code formulas for earthquake forces[J].Journal of Structural Engineering,1986,112(8):1881-1899.
[4]Chia-Ming Uang.Establishing R(or Rw)and Cd factors for building seismic provisions[J].Journal of Structural Engineering,1991,117(1):19-28.
[5]Chia-Ming Uang,Ahmed Maarouf.Deflection Amplification factor for seismic design provisions[J].Journal of Structural Engineering,1994,120(8):2423-2436.
[6]Paola Bazzurro.Three Proposals for characterizing MDOF nonlinear Seismic response[J].Journal of Structural Engineering,1998,124(11):1281-1289.
[7]T Balendra,X Huang.Overstrength and ductility factors for steel frames designed according to BS 5960[J].Journal of Structural Engineering,2003,(8):1019-1035.
[8]A J Kappos.Evaluation of behavior factor on the basis of ductility and overstrength studies[J].Engineering Structures,1999,21:823-835.
[9]E S Mistakidis.Evaluation of the total ductility in steel structures through a nonconvex energy optimization approach[J].Engineering Structures,1999,21:810-822.
[10]Y K Wen,S H Song.Structural reliability/redundancy under earthquakes[J].Journal of Strucural Engineering,2003,129(1):56-66.
[11]Mahmoud R Maheri,R Akbri.Seismic behavior factor,R,for steel X-braced and Knee-braced RC buildings[J].Engineering Structures,2003,25:1505-1513.
[12]Semih S Tezcan,Ozan Uluca.Reduction of earthquake response of plane frame buildings by viscoelastic dampers[J].Engineering Structures,2003,25:1755-1761.
[13]Dong-Guen Lee.Estimation of system-level ductility demands for multi-story structures[J].Engineering Structures,1997,19:1025-1035.
[14]Y H Chai.Formulation of duration-dependent inelastic seismic design spectrum[J].Journal of Structural Engineering,1998,124(8):913-921.
[15]Luis D Decanini.Role of damage functions in evaluation of response modification factors[J].Journal of Structural Engineering,2004,130(9):1298-1308.
[16]杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题[J].重庆建筑大学学报,2000,22(增刊):192-200.
[17]顾强,何若全,苏明周.关于钢结构地震作用的讨论[J].苏州科技学院学报:工程技术版,2005,18(2):1-5.
[18]GB50011-2001,建筑抗震设计规范[S].
[19]陈绍蕃.钢结构设计原理[M].3版.北京:科学出版社,2005.
[20]孙国华,何若全,高晓莹.基于功能的静力弹塑性抗震分析方法[J].苏州科技学院学报:工程技术版,2005,18(4):29-32.
[21]李刚,程耿东.基于性能的结构抗震设计——理论、方法与应用[M].北京:科学出版社,2004.
[22]张金海.钢结构地震作用取值的建议与分析[D].哈尔滨:哈尔滨工业大学,2005.
[23]徐绩青.延性系数确定方法的探讨[J].水运工程,2004,(9):14-17.
[24]JGJ 99-98,高层民用建筑钢结构技术规程[S].
[2]CECS160:2004,建筑工程抗震性态设计通则(试用)[S].
[3]Anil K Chopra,Ernesto F Cruz.Evaluation of building code formulas for earthquake forces[J].Journal of Structural Engineering,1986,112(8):1881-1899.
[4]Chia-Ming Uang.Establishing R(or Rw)and Cd factors for building seismic provisions[J].Journal of Structural Engineering,1991,117(1):19-28.
[5]Chia-Ming Uang,Ahmed Maarouf.Deflection Amplification factor for seismic design provisions[J].Journal of Structural Engineering,1994,120(8):2423-2436.
[6]Paola Bazzurro.Three Proposals for characterizing MDOF nonlinear Seismic response[J].Journal of Structural Engineering,1998,124(11):1281-1289.
[7]T Balendra,X Huang.Overstrength and ductility factors for steel frames designed according to BS 5960[J].Journal of Structural Engineering,2003,(8):1019-1035.
[8]A J Kappos.Evaluation of behavior factor on the basis of ductility and overstrength studies[J].Engineering Structures,1999,21:823-835.
[9]E S Mistakidis.Evaluation of the total ductility in steel structures through a nonconvex energy optimization approach[J].Engineering Structures,1999,21:810-822.
[10]Y K Wen,S H Song.Structural reliability/redundancy under earthquakes[J].Journal of Strucural Engineering,2003,129(1):56-66.
[11]Mahmoud R Maheri,R Akbri.Seismic behavior factor,R,for steel X-braced and Knee-braced RC buildings[J].Engineering Structures,2003,25:1505-1513.
[12]Semih S Tezcan,Ozan Uluca.Reduction of earthquake response of plane frame buildings by viscoelastic dampers[J].Engineering Structures,2003,25:1755-1761.
[13]Dong-Guen Lee.Estimation of system-level ductility demands for multi-story structures[J].Engineering Structures,1997,19:1025-1035.
[14]Y H Chai.Formulation of duration-dependent inelastic seismic design spectrum[J].Journal of Structural Engineering,1998,124(8):913-921.
[15]Luis D Decanini.Role of damage functions in evaluation of response modification factors[J].Journal of Structural Engineering,2004,130(9):1298-1308.
[16]杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题[J].重庆建筑大学学报,2000,22(增刊):192-200.
[17]顾强,何若全,苏明周.关于钢结构地震作用的讨论[J].苏州科技学院学报:工程技术版,2005,18(2):1-5.
[18]GB50011-2001,建筑抗震设计规范[S].
[19]陈绍蕃.钢结构设计原理[M].3版.北京:科学出版社,2005.
[20]孙国华,何若全,高晓莹.基于功能的静力弹塑性抗震分析方法[J].苏州科技学院学报:工程技术版,2005,18(4):29-32.
[21]李刚,程耿东.基于性能的结构抗震设计——理论、方法与应用[M].北京:科学出版社,2004.
[22]张金海.钢结构地震作用取值的建议与分析[D].哈尔滨:哈尔滨工业大学,2005.
[23]徐绩青.延性系数确定方法的探讨[J].水运工程,2004,(9):14-17.
[24]JGJ 99-98,高层民用建筑钢结构技术规程[S].
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