高强螺栓端板连接钢梁-方钢管混凝土框架结构抗震性能研究
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摘要
通过一榀高强螺栓端板连接的2层1跨半4∶7比例组合梁-方钢管混凝土模型框架的拟动力试验、拟静力试验和静力推覆试验,运用子结构方法,模拟了一榀10层3跨的平面框架,研究了钢管混凝土框架结构的破坏形态、位移响应、滞回特性和耗能等抗震性能。拟动力试验中,多遇烈度地震时,框架刚度降低很小;基本设计烈度地震时,框架刚度降低约13%;罕遇烈度地震时,框架刚度降低20%,框架层间位移角小于2.0%。拟静力试验中,最大层间位移角超过1.6%,部分构件出现初始局部屈曲,框架整体未出现强度退化。在静力推覆试验中,即使层间位移角超过6.0%,框架承载力仍未发生下降。高强螺栓端板连接节点能够满足抗震设计要求,在规范限定的按弹塑性设计的层间位移角限值范围内,经过合理设计的螺栓端板连接可视为刚性连接。试验结果验证采用螺栓连接的钢梁-方钢管混凝土框架具有良好的抗震性能,可在抗震设防区结构中推广使用。
Utilizing sub-structure methodology,pseudo-dynamic tests,a quasi-static test and a static pushover test were conducted on a two-story and one and a half bay frame,with composite steel beams and concrete filled steel tube(CFT) columns connected by high-strength bolts and end plates.The 4∶7 scale sub-assemblage frame simulated a portion of a 10 stories and 3 spans plane frame.Seismic performance of the CFT composite frame including failure pattern,displacement response,hysteretic behavior and energy dissipation capability were investigated.During pseudo-dynamic test,the stiffness of tested frame had little degradation for frequent occurrence earthquake,and the stiffness dropped by about 13% for design basis earthquake,and the stiffness reduced 20% however the story drift ratio was less than 2.0% for maximum considered earthquake.Initial local buckling at beam and first story column ends was detected after the story drift ratio exceeding 1.6% during pseudo-static test,while no global strength degradation occurred.Even when the story drift ratio exceeding 6.0% during pushover test,the frame could still develop sufficient lateral loading capacity.The high-strength bolted end-plate connections satisfied the requirements of aseismic design and were suggested to be designed as rigid connections within the drift limitation of related code.It is validated that the moment resistant frame with steel beams bolted to CFT columns can provide excellent seismic behaviors and has the potential to be utilized in buildings in earthquake regions.
Utilizing sub-structure methodology,pseudo-dynamic tests,a quasi-static test and a static pushover test were conducted on a two-story and one and a half bay frame,with composite steel beams and concrete filled steel tube(CFT) columns connected by high-strength bolts and end plates.The 4∶7 scale sub-assemblage frame simulated a portion of a 10 stories and 3 spans plane frame.Seismic performance of the CFT composite frame including failure pattern,displacement response,hysteretic behavior and energy dissipation capability were investigated.During pseudo-dynamic test,the stiffness of tested frame had little degradation for frequent occurrence earthquake,and the stiffness dropped by about 13% for design basis earthquake,and the stiffness reduced 20% however the story drift ratio was less than 2.0% for maximum considered earthquake.Initial local buckling at beam and first story column ends was detected after the story drift ratio exceeding 1.6% during pseudo-static test,while no global strength degradation occurred.Even when the story drift ratio exceeding 6.0% during pushover test,the frame could still develop sufficient lateral loading capacity.The high-strength bolted end-plate connections satisfied the requirements of aseismic design and were suggested to be designed as rigid connections within the drift limitation of related code.It is validated that the moment resistant frame with steel beams bolted to CFT columns can provide excellent seismic behaviors and has the potential to be utilized in buildings in earthquake regions.
引文
[1]CECS 159:2004矩形钢管混凝土结构技术规程[S].(CECS 159:2004 Technical specification forstructures with concrete-filled rectangular steel tubemembers[S].(in Chinese))
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[5]Elremaily A F.Connections between steel beams andconcrete-filled steel tube columns[D].Lincoln:University of Nebraska,2002.
[6]Ricles J M,Peng S W,Lu L W.Seismic behavior ofcomposite concrete filled steel tube column-wide flangebeam moment connections[J].Journal of StructuralEngineering,2004,130(2):223-232.
[7]Herrera R,Ricles J M,Sause R.Seismic performanceevaluation of a large-scale composite MRF usingpseudo-dynamic testing[J].Journal of StructuralEngineering,2008,134(2):279-288.
[8]宗周红,林东欣,房贞政,等.两层钢管混凝土组合框架结构抗震性能试验研究[J].建筑结构学报,2002,23(2):27-35.(ZONG Zhouhong,LIN Dongxin,FANG Zhenzheng,et al.Experimental research onseismic behavior of a two-story concrete filled steeltubular composite frame[J].Journal of BuildingStructures,2002,23(2):27-35.(in Chinese))
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[12]AISC 350-99 Load and resistance factored designspecification for structural steel buildings[S].
[13]Chou C C,Uang C M.Cyclic performance of a type ofsteel beam to steel-encased reinforced concrete columnmoment connection[J].Journal of Constructional SteelResearch,2002,58(5-8):637-663.
[14]LI Xian,WUYuntian,Mao Weifeng,et al.Bolted endplate connections for steel reinforced concrete compositestructures[J].Structural Engineering and Mechanics.2006,34(3):291-306.
[15]Li X,Xiao Y,Wu Y T.Seismic behavior of exteriorconnections with steel beams bolted to CFT columns[J].Journal of Constructional Steel Research,2009,65(7):1438-1446.
[16]鍾立來,盧煉元,葉錦勳,等.矩形鋼管混凝土結構螺栓式梁柱接頭耐震行為之研究[R].台北:台湾地震工程研究中心,2002.
[17]Nishiyama I,Hiroyuki I,Hiraishi H.U.S.-Japancooperative earthquake engineering research program oncomposite and hybrid structures:Current status of Japanside research[C]//Proceedings of the Joint Meeting ofthe U.S.-Japan Cooperative Program in NaturalResources Panel on Wind and Seismic Effects.Gaithersburg,Virginia:National Technical InformationService(NTIS),1998:443-451.
[18]IBC 2006 International building code[S].
[19]ASCE/SEI 7-05 Minimum design loads for buildingsand other structures[S].
[20]ACI 318-02 Building code requirements for structuralconcrete and commentary[S].
[21]AISC LRFD.AISC manual of steel construction,loadand resistance factor design[M].2nd ed.Chicago:AISC,1994.
[22]Mazzoni S,McKenna F,Fenves G L.Open system forearthquake engineering simulation user command-language manual[M/OL].California:Berkeley,2007[2007-09-26].http://opensees.berkeley.edu/OpenSees/manuals/usermanual/index.html
[23]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804-1826.
[24]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[25]ATC-40 Seismic evaluation and retrofit of concretebuildings[S].
[26]Pacific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].California:Berkeley,2007[2007-06-14].http://peer.berkeley.edu/smcat/index.html.
[27]Ang A H S,Tang W H.Probability concepts inengineering planning and design,Vol.II:Decision,Risk,and Reliability[M].New York:John Wiley&Sons,1984.
[28]JGJ 101—96建筑抗震试验方法规程[S].(JGJ101—96 Specification of testing methods forearthquake resistant building[S].(in Chinese))
[29]GB 50017—2003钢结构设计规范[S].(GB50017—2003 Code for design of steel structures[S].(in Chinese))
[30]肖岩,胡庆,郭玉荣,等.结构拟动力远程协同试验网络平台的开发研究[J].建筑结构学报,2005,26(3):122-129.(XIAO Yan,HU Qing,GUO Yurong,et al.A network platform for remote pseudo-dynamictesting[J].Journal of Building Structures,2005,26(3):122-129.(in Chinese))
[31]Xiao Y,Hu Q,Guo Y R,et al.Network platform forremote structural testing and shared use of laboratories[J].Progress in Natural Science,2005,15(1):1135-1142.
[2]日本建筑学会著.钢骨钢筋混凝土结构计算标准及解说[M].冯乃谦,叶列平译.北京:原子能出版社,1998.(Architectural Institute of Japan.Standards forstructural calculation of steel reinforced concretestructures[M].Translated by FENG Naiqian,YELieping.Beijing:Atomic Energy Press,1998.(inChinese))
[3]吕西林,李学平,余勇.方钢管混凝土柱与钢梁连接的设计方法[J].同济大学学报,2002,30(1):1-5.(LU Xilin,LI Xueping,YU Yong.Design method forconnections between concrete-filled square tubularcolumms and steel beams[J].Journal of TongjiUniversity,2002,30(1):1-5.(in Chinese))
[4]ANSI/AISC 341-05 Seismic provisions for structuralsteel buildings[S].Chicago:AISC,2005.
[5]Elremaily A F.Connections between steel beams andconcrete-filled steel tube columns[D].Lincoln:University of Nebraska,2002.
[6]Ricles J M,Peng S W,Lu L W.Seismic behavior ofcomposite concrete filled steel tube column-wide flangebeam moment connections[J].Journal of StructuralEngineering,2004,130(2):223-232.
[7]Herrera R,Ricles J M,Sause R.Seismic performanceevaluation of a large-scale composite MRF usingpseudo-dynamic testing[J].Journal of StructuralEngineering,2008,134(2):279-288.
[8]宗周红,林东欣,房贞政,等.两层钢管混凝土组合框架结构抗震性能试验研究[J].建筑结构学报,2002,23(2):27-35.(ZONG Zhouhong,LIN Dongxin,FANG Zhenzheng,et al.Experimental research onseismic behavior of a two-story concrete filled steeltubular composite frame[J].Journal of BuildingStructures,2002,23(2):27-35.(in Chinese))
[9]李忠献,许成祥,王冬,等.钢管混凝土框架结构抗震性能的试验研究[J].建筑结构,2004,34(1):3-6.(LI Zhongxian,XU Chengxiang,WANG Dong,et al.Experimental research on the seismic behavior ofconcrete-filled steel tubular frame[J].BuildingStructure,2004,34(1):3-6.(in Chinese))
[10]Chen C H,Hsiao B C,Lai J W,et al.Pseudo-dynamictest of a full-scale CFT/BRB frame:Part2-Constructionand testing[C/CD]//Proceedings of the 13th WorldConference on Earthquake Engineering.Paper No.2175.Vancouver:Canadian Society for EarthquakeEngineering,2004.
[11]CECS 102:2002门式刚架轻型房屋钢结构技术规程[S].(CECS 102:2002 Technical specification forsteel structure of light-weight buildings with gabledframes[S].(in Chinese))
[12]AISC 350-99 Load and resistance factored designspecification for structural steel buildings[S].
[13]Chou C C,Uang C M.Cyclic performance of a type ofsteel beam to steel-encased reinforced concrete columnmoment connection[J].Journal of Constructional SteelResearch,2002,58(5-8):637-663.
[14]LI Xian,WUYuntian,Mao Weifeng,et al.Bolted endplate connections for steel reinforced concrete compositestructures[J].Structural Engineering and Mechanics.2006,34(3):291-306.
[15]Li X,Xiao Y,Wu Y T.Seismic behavior of exteriorconnections with steel beams bolted to CFT columns[J].Journal of Constructional Steel Research,2009,65(7):1438-1446.
[16]鍾立來,盧煉元,葉錦勳,等.矩形鋼管混凝土結構螺栓式梁柱接頭耐震行為之研究[R].台北:台湾地震工程研究中心,2002.
[17]Nishiyama I,Hiroyuki I,Hiraishi H.U.S.-Japancooperative earthquake engineering research program oncomposite and hybrid structures:Current status of Japanside research[C]//Proceedings of the Joint Meeting ofthe U.S.-Japan Cooperative Program in NaturalResources Panel on Wind and Seismic Effects.Gaithersburg,Virginia:National Technical InformationService(NTIS),1998:443-451.
[18]IBC 2006 International building code[S].
[19]ASCE/SEI 7-05 Minimum design loads for buildingsand other structures[S].
[20]ACI 318-02 Building code requirements for structuralconcrete and commentary[S].
[21]AISC LRFD.AISC manual of steel construction,loadand resistance factor design[M].2nd ed.Chicago:AISC,1994.
[22]Mazzoni S,McKenna F,Fenves G L.Open system forearthquake engineering simulation user command-language manual[M/OL].California:Berkeley,2007[2007-09-26].http://opensees.berkeley.edu/OpenSees/manuals/usermanual/index.html
[23]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804-1826.
[24]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[25]ATC-40 Seismic evaluation and retrofit of concretebuildings[S].
[26]Pacific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].California:Berkeley,2007[2007-06-14].http://peer.berkeley.edu/smcat/index.html.
[27]Ang A H S,Tang W H.Probability concepts inengineering planning and design,Vol.II:Decision,Risk,and Reliability[M].New York:John Wiley&Sons,1984.
[28]JGJ 101—96建筑抗震试验方法规程[S].(JGJ101—96 Specification of testing methods forearthquake resistant building[S].(in Chinese))
[29]GB 50017—2003钢结构设计规范[S].(GB50017—2003 Code for design of steel structures[S].(in Chinese))
[30]肖岩,胡庆,郭玉荣,等.结构拟动力远程协同试验网络平台的开发研究[J].建筑结构学报,2005,26(3):122-129.(XIAO Yan,HU Qing,GUO Yurong,et al.A network platform for remote pseudo-dynamictesting[J].Journal of Building Structures,2005,26(3):122-129.(in Chinese))
[31]Xiao Y,Hu Q,Guo Y R,et al.Network platform forremote structural testing and shared use of laboratories[J].Progress in Natural Science,2005,15(1):1135-1142.
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