半刚性连接组合梁框架足尺模型模拟地震振动台试验
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摘要
为了研究半刚性连接组合梁框架在地震作用下动力特性以及破坏模式,为半刚性框架抗震设计及在地震区的使用提供依据,进行了1个足尺半刚性连接组合梁框架结构模型振动台试验研究。通过试验,分析了小震、中震和大震作用下半刚性连接组合梁框架结构的动力特性、位移反应、加速度反应、半刚性组合节点内力反应、结构破坏模式。研究结果表明:半刚性连接组合梁框架具有较好的抗震性能,在罕遇地震作用下(1.20g),整体结构仍然没有明显损坏,结构破坏形式为半刚性组合节点和柱脚处产生较大塑性变形,半刚性连接框架结构完全可以在高抗震设防烈度地区使用。对试验框架建立有限元分析模型,进行结构的非线性动力时程分析,计算结果与试验结果较为接近。
In order to study the seismic behavior of steel frame with semi-rigid connections in seismic area,a full-scale model of composite frame with semi-rigid connection was tested on the shaking table.The dynamic characteristics,seismic responses,failure mode of the structure were recorded and analyzed.The test results indicate that the seismic behavior of semi-rigidly connected steel frame is well,and under super strong motion earthquake(peak value of acceleration is 1.20g),there is little obvious damage in the columns and beams.The composite frame with semi-rigid connection is of a failure mode of plastic displacement of semi-rigid composite connections and column base.The composite frame with semi-rigid connection can be used in seismic area.The FE analysis model of test frame was proposed,and nonlinear dynamic time-history analysis of structure was performed.The maximum relative displacements of FE analysis and experiment are well agreed.
In order to study the seismic behavior of steel frame with semi-rigid connections in seismic area,a full-scale model of composite frame with semi-rigid connection was tested on the shaking table.The dynamic characteristics,seismic responses,failure mode of the structure were recorded and analyzed.The test results indicate that the seismic behavior of semi-rigidly connected steel frame is well,and under super strong motion earthquake(peak value of acceleration is 1.20g),there is little obvious damage in the columns and beams.The composite frame with semi-rigid connection is of a failure mode of plastic displacement of semi-rigid composite connections and column base.The composite frame with semi-rigid connection can be used in seismic area.The FE analysis model of test frame was proposed,and nonlinear dynamic time-history analysis of structure was performed.The maximum relative displacements of FE analysis and experiment are well agreed.
引文
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[10]GB/T50081—2002普通混凝土力学性能试验方法标准[S].(GB/T 50081—2002 Standard for testmethod of mechanical properties on ordinary concrete[S].(in Chinese))
[11]GB/T2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].(GB/T2975—1998 Steel andsteel products:Location and preparation of test piecesfor mechanical testing[S].(in Chinese))
[12]GB/T228—2002金属材料室温拉伸试验方法[S].(GB/T228—2002 Metallic materials:Tensile testingat ambient temperature[S].(in Chinese))
[13]石文龙,李国强.平端板连接半刚性梁柱组合节点的抗弯承载力II:正弯矩作用[J].土木工程学报,2006,40(9):30-35.(Shi Wenlong,Li Guoqiang.Moment capacity of semi-rigid composite beam-columnjoints with flush end plate connectionsⅡ:Underpositive moment[J].China Civil Engineering Journal,2006,40(9):30-35.(in Chinese))
[14]李国强,石文龙.平端板连接半刚性梁柱组合节点的抗弯承载力I:负弯矩作用[J].土木工程学报,2006,40(9):23-29.(Li Guoqiang,Shi Wenlong.Moment capacity of semi-rigid composite beam-columnjoints with flush end plate connectionsⅠ:Undernegative moment[J].China Civil Engineering Journal,2006,40(9):23-29.(in Chinese))
[15]胡大柱,李国强,孙飞飞.半刚性连接多层组合框架自振周期实用计算方法[J].世界地震工程,2008,24(2):68-73.(Hu Dazhu,Li Guoqiang,Sun Feifei.Practical analysis of natural periods for semi-rigidlyconnected multi-story composite frames[J].WorldEarthquake Engineering,2008,24(2):68-73.(inChinese))
[16]Task Group on Effective Length,LRFD Committee,ASCE.Effective length and notional load approaches forassessing frame stability:Implications for Americansteel design[R].New York:ASCE,1997.
[17]Ammerman D J,Leon R.Unbraced frames with semi-rigid composite connections[J].Engineering Journal,1990,27(1):1-10.
[2]李国强,石文龙,肖勇.半刚性梁柱组合节点的研究现状[J].建筑钢结构进展,2007,9(4):11-22.(Li Guo-qiang,Shi Wen-long,Xiao Yong.State of theart of research on semi-rigid compostie beam-to-columnjoints[J].Progress in Steel Building Structures,2007,9(4):11-22.(in Chinese))
[3]Li T Q,Moore D B,Nethercot D A,Choo B S.Theexperimental behaviour of a full-scale,semi-rigidlyconnected composite frame:Overall considerations[J].Journal of Constructional Steel Research,1996,39(3):167-191.
[4]Elnashai A S,Elghazouli A Y,Denesh-Ashtiani F A.Response of semirigid steel frame to cyclic andearthquake loads[J].Journal of StructuralEngineering,1998,124(8):857-867.
[5]Nader M N,Astaneh-Asl A.Shaking table tests ofrigid,semi-rigid and flexible steel frames[J].Journalof Structural Engineering,1996,122(6):589-596.
[6]Nader M N,Astaneh-Asl A.Dynamic behavior offlexible,semi-rigid and rigid steel frames[J].Journalof Constructional Steel Research,1991,20(3):179-192.
[7]Dhanalakshmi M,Byfield M P,Couchman G H.Composite connections at perimeter locations inunpropped composite floors[C]//Proceedings of theThird International Conference on Advances in SteelStructures.Hong Kong,China:Hong Kong PolytechnicUniversity,2002:261-269.
[8]王静峰.竖向荷载作用下半刚性连接组合梁框架的实用设计方法[D].上海:同济大学,2005.(WangJingfeng.The practical design approach of semi-rigidlyconnected composite frames under vertical loads[D].Shanghai:Tongji University,2005.(in Chinese))
[9]刘清平.水平荷载作用下半刚性连接组合梁框架的实用设计方法[D].上海:同济大学,2006.(Liuqingping.The practical design approach of semi-rigidlyconnected composite frames under lateral loads[D].Shanghai:Tongji University,2006.(in Chinese))
[10]GB/T50081—2002普通混凝土力学性能试验方法标准[S].(GB/T 50081—2002 Standard for testmethod of mechanical properties on ordinary concrete[S].(in Chinese))
[11]GB/T2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].(GB/T2975—1998 Steel andsteel products:Location and preparation of test piecesfor mechanical testing[S].(in Chinese))
[12]GB/T228—2002金属材料室温拉伸试验方法[S].(GB/T228—2002 Metallic materials:Tensile testingat ambient temperature[S].(in Chinese))
[13]石文龙,李国强.平端板连接半刚性梁柱组合节点的抗弯承载力II:正弯矩作用[J].土木工程学报,2006,40(9):30-35.(Shi Wenlong,Li Guoqiang.Moment capacity of semi-rigid composite beam-columnjoints with flush end plate connectionsⅡ:Underpositive moment[J].China Civil Engineering Journal,2006,40(9):30-35.(in Chinese))
[14]李国强,石文龙.平端板连接半刚性梁柱组合节点的抗弯承载力I:负弯矩作用[J].土木工程学报,2006,40(9):23-29.(Li Guoqiang,Shi Wenlong.Moment capacity of semi-rigid composite beam-columnjoints with flush end plate connectionsⅠ:Undernegative moment[J].China Civil Engineering Journal,2006,40(9):23-29.(in Chinese))
[15]胡大柱,李国强,孙飞飞.半刚性连接多层组合框架自振周期实用计算方法[J].世界地震工程,2008,24(2):68-73.(Hu Dazhu,Li Guoqiang,Sun Feifei.Practical analysis of natural periods for semi-rigidlyconnected multi-story composite frames[J].WorldEarthquake Engineering,2008,24(2):68-73.(inChinese))
[16]Task Group on Effective Length,LRFD Committee,ASCE.Effective length and notional load approaches forassessing frame stability:Implications for Americansteel design[R].New York:ASCE,1997.
[17]Ammerman D J,Leon R.Unbraced frames with semi-rigid composite connections[J].Engineering Journal,1990,27(1):1-10.
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