基于IDA的Y形偏心支撑钢框架地震反应折减系数和超强系数
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摘要
按我国现行抗震规范设计了12个不同层数和不同跨度的Y形偏心支撑钢框架算例,利用基于IDA(incremental dynamic analysis)分析的能力谱方法确定了各算例的地震反应折减系数R和超强系数Ω,分析了结构总层数和楼层高跨比对各系数的影响.研究结果表明Y形偏心支撑钢框架的设计地震作用可在我国现行抗震规范的基础上降低20%左右.
Twelve Y-eccentric braced steel frames with various stories and spans lengths were designed complying with the Chinese Seismic Code.The response modification factors R and overstrength factors of each building were evaluated by capacity spectrum method based on the global capacity envelops obtained from incremental dynamic analysis.Based on the analysis results,the effects of storey numbers and spans of frames on these factors were analyzed.The results show that the elastic design earthquake action of Y-eccentric braced steel frames can be reduced by approximately 20% on the basis of Chinese Seismic Code.
Twelve Y-eccentric braced steel frames with various stories and spans lengths were designed complying with the Chinese Seismic Code.The response modification factors R and overstrength factors of each building were evaluated by capacity spectrum method based on the global capacity envelops obtained from incremental dynamic analysis.Based on the analysis results,the effects of storey numbers and spans of frames on these factors were analyzed.The results show that the elastic design earthquake action of Y-eccentric braced steel frames can be reduced by approximately 20% on the basis of Chinese Seismic Code.
引文
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[2]ATC.A critical review of current approaches to earthquake-resistant design.ATC-34,Applied Technology Coun-cil,Redwood City,California,1995:31-36.
[3]FEMA,Quantification of building seismic performance factors.FEMA-695,Federal Emergency Management A-gency,Wahington,D.C.,2008.
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[8]MAHERI M R,AKBARI R.Seismic behavior factor R for steel X-braced and Knee-braced RC buildings[J].Engi-neering Structures,2003,25(12):1505-1513.
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[18]刘文渊,何若全,冷捷.单层钢框架结构影响系数分析[J].苏州科技学院学报:工程技术版,2010,23(2):32-36.LIU Wen-yuan,HE Ruo-quan,LENG Jie.An analysis of structure influencing factor of one-story steel frames[J].Journal of Suzhou University of Science and Technology:Engineering and Technology,2007,28(11):101-106.
[19]周靖,蔡健,方小丹.剪切型结构的抗震强度折减系数研究[J].地震工程与工程振动,2008,28(2):64-71.ZHOU Jing,CAI Jian,FANG Xiao-dan.Analysis of seismic strength reduction factors for shear type structures[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(2):64-71.
[20]周靖,赵卫锋.建筑抗震设计地震作用折减系数的取值方法.防灾减灾工程学报,2007,27(4):465-469.ZHOU Jing,ZHAO Wei-feng.Method of determining earthquake force reduction factor for seismic design ofbuilding[J],2007,27(4):465-469.
[21]NEWMARK N M,HALL W J.Earthquake Spectra and Design[M].Berkeley,CA.,Earthquake EngineeringResearch Institute Monographs,1982.
[22]CHOPRA A K,GOEL R K.A model pushover analysis procedure for estimate seismic demands for buildings[J].Earthquake Engineering and Structure Dynamics,2002,31:561-582.
[23]杨文侠,李春燕.Y形偏心支撑钢框架SAP2000非线性分析模型[J].兰州理工大学学报,2011,36(6):1-4.YANG Wen-xia,LI Chun-yan.The SAP2000nolinear analysis model of eccentrically braced steel frame with Y-links[J].Journal of Lanzhou University of Technology,2011,36(6):1-4.
[24]Fib(CEB-FIP).Bulletin 25.Displacement-Based Seismic Design of Reinforced Concrete Buildings[R].Sprint-Digital-Druck.Stutgart.2003.
[25]MASSUMI A,TASNIMI A A,SAATCIOGLU M.Prediction of seismic overstrength in concrete moment resisit-ing frames using incremental static and dynamic analysis[C].Proc.13th WCEE.IAEE.Vancouver,Canada.2004:Paper No.2826.
[26]HUMMAR J L,RAGOZAR M A.Concept of overstrength inseismic design[C].Proc.11th WCEE.IAEE.Acapulco.Mexico.1996:Paper No.639.
[2]ATC.A critical review of current approaches to earthquake-resistant design.ATC-34,Applied Technology Coun-cil,Redwood City,California,1995:31-36.
[3]FEMA,Quantification of building seismic performance factors.FEMA-695,Federal Emergency Management A-gency,Wahington,D.C.,2008.
[4]邵建华.抗弯钢框架-钢板剪力墙结构影响系数与位移放大系数[D].南京:河海大学,2008.SHAO Jian-hua.Research on structural influencing coefficient and deflection amplification factor of moment-resis-ting steel frame-steel plate shear wall[D].Nanjing:Hohai university,2008.
[5]VAMVATSIKOS D,CORNELL C A.Incremental dynamic analysis[J].Earthquake Engineering and StructuralDynamics,2002,31(3):491-514.
[6]UANG C M.Establishing R(or Rw)and Cd factors for building seismic provisions[J].Journal of Structural Engi-neering,1991,117(1):19-28.
[7]UANG C M.Deflection Amplification factor for seismic design provisions[J].Journal of Structural Engineering,1994,120(8):2423-2436.
[8]MAHERI M R,AKBARI R.Seismic behavior factor R for steel X-braced and Knee-braced RC buildings[J].Engi-neering Structures,2003,25(12):1505-1513.
[9]MARINO R.Comparison of European and Japanese seismic design of steel building structures[J].EngineeringStructures,2005,27:827-840.
[10]DANESHJOO M F F,MELCHERS R E.A method for determining the behavior factor of moment-resisting steelframes with semi-rigid connections[J].Engineering Structures,2006,28(4):514-531.
[11]NOHENMY G,PETER T.Performance of steel moment-frame building deigned according to the Colombian codeNSR-98[J],Engineering Structures,2007,29:2274-2281.
[12]GB 50011-2001.建筑抗震设计规模.北京:中国建筑工业出版社,2001.GB 50011-2001.Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.
[13]韦锋,李刚强,白绍良.各国设计规范对基准设防地震和结构超强的考虑[J].重庆大学学报:自然科学版,2007,30(6):102-120.WEI Feng,LI Gang-qiang,BAI Shao-liang.Reference earthquake design level and consideration of structure over-strength in latest seismic design codes of different countries[J].Journal of Chongqing University:Natural ScienceEdition,2007,30(6):102-120.
[14]翟长海,谢礼立.结构抗震设计中的强度折减系数研究进展[J].哈尔滨工业大学学报,2007,39(8):1177-1183.ZHAI Chang-hai,XIE Li-li.Progress on strength reduction factors in structural seismic design[J].Journal ofHarbin Institute of Technology,2007,39(8):1177-1183.
[15]杨俊芬,顾强,苏明周.基于增量动力分析和人工神经网络计算结构影响系数和位移放大系数[J]西安建筑科技大学学报:自然科学版.2010,(06).YANG Jun-fen,GU Qiang,SU Ming-zhou.Calculating R and C_d based on IDA and ANN[J].Journal of Xi′anUniversity of Architecture&Technology:Natural Science Edition,2010,(06).
[16]周靖,蔡健,方小丹.钢筋混凝土框架结构抗震超强系数分析[J].世界地震工程,2007,23(4):227-233.ZHOU Jing,CAI Jian,FANG Xiao-dan.Seismic overstrength factors for reinforced concrete frames[J].WorldEarthquake Engineering,2007,23(4):227-233.
[17]翟长海,谢礼立.钢筋混凝土框架结构超强研究[J].建筑结构学报,2007,28(11):101-106.ZHAI Chang-hai1,XIE Li-li.Study on overstrength of RC frame structures[J].Journal of Building Structures,2007,28(11):101-106.
[18]刘文渊,何若全,冷捷.单层钢框架结构影响系数分析[J].苏州科技学院学报:工程技术版,2010,23(2):32-36.LIU Wen-yuan,HE Ruo-quan,LENG Jie.An analysis of structure influencing factor of one-story steel frames[J].Journal of Suzhou University of Science and Technology:Engineering and Technology,2007,28(11):101-106.
[19]周靖,蔡健,方小丹.剪切型结构的抗震强度折减系数研究[J].地震工程与工程振动,2008,28(2):64-71.ZHOU Jing,CAI Jian,FANG Xiao-dan.Analysis of seismic strength reduction factors for shear type structures[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(2):64-71.
[20]周靖,赵卫锋.建筑抗震设计地震作用折减系数的取值方法.防灾减灾工程学报,2007,27(4):465-469.ZHOU Jing,ZHAO Wei-feng.Method of determining earthquake force reduction factor for seismic design ofbuilding[J],2007,27(4):465-469.
[21]NEWMARK N M,HALL W J.Earthquake Spectra and Design[M].Berkeley,CA.,Earthquake EngineeringResearch Institute Monographs,1982.
[22]CHOPRA A K,GOEL R K.A model pushover analysis procedure for estimate seismic demands for buildings[J].Earthquake Engineering and Structure Dynamics,2002,31:561-582.
[23]杨文侠,李春燕.Y形偏心支撑钢框架SAP2000非线性分析模型[J].兰州理工大学学报,2011,36(6):1-4.YANG Wen-xia,LI Chun-yan.The SAP2000nolinear analysis model of eccentrically braced steel frame with Y-links[J].Journal of Lanzhou University of Technology,2011,36(6):1-4.
[24]Fib(CEB-FIP).Bulletin 25.Displacement-Based Seismic Design of Reinforced Concrete Buildings[R].Sprint-Digital-Druck.Stutgart.2003.
[25]MASSUMI A,TASNIMI A A,SAATCIOGLU M.Prediction of seismic overstrength in concrete moment resisit-ing frames using incremental static and dynamic analysis[C].Proc.13th WCEE.IAEE.Vancouver,Canada.2004:Paper No.2826.
[26]HUMMAR J L,RAGOZAR M A.Concept of overstrength inseismic design[C].Proc.11th WCEE.IAEE.Acapulco.Mexico.1996:Paper No.639.
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