考虑轴力作用的X型圆钢管相贯节点平面外受弯滞回模型
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摘要
X型圆钢管相贯连接节点是大跨单层网壳管结构中最简单、常见的连接形式之一;地震作用时,此类节点主要承受平面外往复弯矩和轴力作用。该文建立了能考虑平面外弯矩、轴力相互作用的非刚性连接四弹簧模型,利用能量原理推导建立模型的刚度矩阵。提出根据有限元分析所得单一荷载作用下节点的广义力-广义局部变形曲线确定模型待定参变量(弹簧的位置、强度、刚度等)的方法,并引入弹簧力-变形关系的恢复力准则。通过与有限元分析和试验结果的比较,从初始刚度、极限承载力、抗震耗能等方面验证了模型的适用性。
Unstiffened CHS X-joint is one of the most simple and common configuration for the connection of steel tubes used in single-layer latticed structures with large span.The CHS X-joint is mainly subjected to the cyclic out-of-plane bending and axial force due to earthquake action.A non-rigid connection of four-spring assemblage model is proposed for the joint that can simulate the effect of interaction of axial force and out-of-plane bending moment.The stiffness matrix of the model is deduced by the stationary potential energy principle.By generalized force-deformation curves of CHS X-joints subject to axially compressive or tensile force,in-plane or out-of-plane moment respectively acquired by finite element analysis,the model parameters including the locations,strength and stiffness of springs of the model can be determined.A restoring rule is incorporated into the model.The validation of the model is demonstrated by comparison with the results of test and FEA with the items including initial stiffness,ultimate bearing capacity and dissipated energy due to plastic deformation.
Unstiffened CHS X-joint is one of the most simple and common configuration for the connection of steel tubes used in single-layer latticed structures with large span.The CHS X-joint is mainly subjected to the cyclic out-of-plane bending and axial force due to earthquake action.A non-rigid connection of four-spring assemblage model is proposed for the joint that can simulate the effect of interaction of axial force and out-of-plane bending moment.The stiffness matrix of the model is deduced by the stationary potential energy principle.By generalized force-deformation curves of CHS X-joints subject to axially compressive or tensile force,in-plane or out-of-plane moment respectively acquired by finite element analysis,the model parameters including the locations,strength and stiffness of springs of the model can be determined.A restoring rule is incorporated into the model.The validation of the model is demonstrated by comparison with the results of test and FEA with the items including initial stiffness,ultimate bearing capacity and dissipated energy due to plastic deformation.
引文
[1]Kurobane Y,Makino Y,Ochi K.Ultimate resistance ofunstiffened tubular joints[J].Journal of StructuralEngineering,1984,110(2):385―400.
[2]Dexter E M,Lee M M K.Static strength of axiallyloaded tubular k-joints I:Behavior[J].Journal ofStructural Engineering,1999,125(2):194―201.
[3]王伟,陈以一.节点半刚性钢桁架受压腹杆计算长度分析[J].工程力学,2005,22(5):131―135.Wang Wei,Chen Yiyi.Analysis of effective length ofcompressive braces in semi-rigid steel strusses[J].Engineering Mechanics,2005,22(5):131―135.(inChinese)
[4]邵铁峰,王伟,陈以一.网壳结构复杂多支管连接的试验研究[J].工程力学,2012,29(增II):144―148.Shao Tiefeng,Wang Wei,Chen Yiyi.Experimentalinvestigation on complex multi-planar joints of latticeshell structures[J].Engineering Mechanics,2012,29(Suppl II):144―148.(in Chinese)
[5]陈以一,沈祖炎,翟红,等.圆钢管相贯节点滞回特性的实验研究[J].建筑结构学报,2003,24(6):57―62.Chen Yiyi,Shen Zuyan,Zhai Hong,et al.Experimentalresearch on hysteretic property of unstiffened spacetubular joints[J].Journal of Building Structures,2003,24(6):57―62.(in Chinese)
[6]Wang W,Chen Y Y.Hysteretic behavior of the tubularjoints under cycling loading[J].Journal of ConstructionSteel Research,2007,63:1384―1395.
[7]孟宪德,王伟,陈以一,等.X型厚壁圆管相贯节点的平面外受弯抗震性能研究[J].建筑结构学报,2009,30(5):126―131.Meng Xiande,Wang Wei,Chen Yiyi,et al.Research onseismic behavior of unstiffened thick-walled tubularX-joints under out-of-plane bending[J].Journal ofBuilding Structures,2009,30(5):126―131.(in Chinese)
[8]孟宪德.X型圆钢管相贯节点平面外受弯滞回性能研究[D].上海:同济大学,2010.Meng Xiande.Research on hysteretic behaviour ofunstiffened CHS X-joints under out-of-plane bending[D].Shanghai:Tongji University,2010.(in Chinese)
[9]李国强,沈祖炎.半刚性连接钢框架弹塑性地震反应分析[J].同济大学学报,1992,20(2):123―127.Li Guoqiang,Shen Zuyan.Analysis of elastic-plasticseismic responses of semi-rigidly connected steel frames[J].Journal of Tongji University,1992,20(2):123―127.(in Chinese)
[10]Roeder C W,Douglas A F.Experimental results forseismic resistant steel moment frame connections[J].Journal of Structural Engineering,1996,122(6):581―588.
[11]prEN 1993-1-8:2002,Eurocode 3 Design of steelstructures Part 1-8:Design of joints[S].London,European Committee for Standardisation(CEN),April2002.
[12]Tschemmernegg F,Humer C.The design of structuralsteel frames under consideration of the non-linearbehavior of joints[J].Journal of Constructional SteelResearch,1988,11:73―103.
[13]陈以一,沈祖炎,大井谦一,高梨晃一.反夏变动轴力作用下钢柱的数值分析模型[J].同济大学学报,1994,22(4):499―504.Chen Yiyi,Shen Zuyan,Ohi K,Takanashi K.A numericalanalysis model for steel columns subjected to cyclicvarying axial load[J].Journal of Tongji University,1994,22(4):499―504.(in Chinese)
[14]周锋.宽肢薄腹钢柱滞回性能的试验研究与数值分析[D].上海:同济大学,2002.Zhou Feng.Experimental study and numerical analysis ofhysteretic behavior of steel column with bigwidth-to-thickness-ratio plate[D].Shanghai:TongjiUniversity,2002.(in Chinese)
[15]Lu L H,Winkel G D,Yu Y,Wardenier J.Deformationlimit for the ultimate strength of hollow section joints[C].Melbourne:Sixth International Symposium on TubularStructures,1994:341―347.
[16]Yura J A,Zettlemoyer N,Edwards I F.Ultimate capacityequations for tubular joints[C].Houston:OffshoreTechnology Conference,1980:3690―3703.
[17]杜纯领.X型圆钢管相贯节点平面外抗弯性能研究[D].上海:同济大学,2007.Du Chunling.Study on out-of-plane bending properties ofunstiffened X-type tubular joint[D].Shanghai:TongjiUniversity,2007.(in Chinese)
[18]JGJ101-96,建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1996.JGJ 101-96,Specification of testing methods forearthquake resistant building[S].Beijing:ChinaArchitecture&Building Press,1996.(in Chinese)
[19]GB50017-2003,钢结构设计规范[S].北京:中国计划出版社,2003.GB 50017-2003,Design code for steel structure[S].Beijing:China Planning Press,2003.(in Chinese)
[2]Dexter E M,Lee M M K.Static strength of axiallyloaded tubular k-joints I:Behavior[J].Journal ofStructural Engineering,1999,125(2):194―201.
[3]王伟,陈以一.节点半刚性钢桁架受压腹杆计算长度分析[J].工程力学,2005,22(5):131―135.Wang Wei,Chen Yiyi.Analysis of effective length ofcompressive braces in semi-rigid steel strusses[J].Engineering Mechanics,2005,22(5):131―135.(inChinese)
[4]邵铁峰,王伟,陈以一.网壳结构复杂多支管连接的试验研究[J].工程力学,2012,29(增II):144―148.Shao Tiefeng,Wang Wei,Chen Yiyi.Experimentalinvestigation on complex multi-planar joints of latticeshell structures[J].Engineering Mechanics,2012,29(Suppl II):144―148.(in Chinese)
[5]陈以一,沈祖炎,翟红,等.圆钢管相贯节点滞回特性的实验研究[J].建筑结构学报,2003,24(6):57―62.Chen Yiyi,Shen Zuyan,Zhai Hong,et al.Experimentalresearch on hysteretic property of unstiffened spacetubular joints[J].Journal of Building Structures,2003,24(6):57―62.(in Chinese)
[6]Wang W,Chen Y Y.Hysteretic behavior of the tubularjoints under cycling loading[J].Journal of ConstructionSteel Research,2007,63:1384―1395.
[7]孟宪德,王伟,陈以一,等.X型厚壁圆管相贯节点的平面外受弯抗震性能研究[J].建筑结构学报,2009,30(5):126―131.Meng Xiande,Wang Wei,Chen Yiyi,et al.Research onseismic behavior of unstiffened thick-walled tubularX-joints under out-of-plane bending[J].Journal ofBuilding Structures,2009,30(5):126―131.(in Chinese)
[8]孟宪德.X型圆钢管相贯节点平面外受弯滞回性能研究[D].上海:同济大学,2010.Meng Xiande.Research on hysteretic behaviour ofunstiffened CHS X-joints under out-of-plane bending[D].Shanghai:Tongji University,2010.(in Chinese)
[9]李国强,沈祖炎.半刚性连接钢框架弹塑性地震反应分析[J].同济大学学报,1992,20(2):123―127.Li Guoqiang,Shen Zuyan.Analysis of elastic-plasticseismic responses of semi-rigidly connected steel frames[J].Journal of Tongji University,1992,20(2):123―127.(in Chinese)
[10]Roeder C W,Douglas A F.Experimental results forseismic resistant steel moment frame connections[J].Journal of Structural Engineering,1996,122(6):581―588.
[11]prEN 1993-1-8:2002,Eurocode 3 Design of steelstructures Part 1-8:Design of joints[S].London,European Committee for Standardisation(CEN),April2002.
[12]Tschemmernegg F,Humer C.The design of structuralsteel frames under consideration of the non-linearbehavior of joints[J].Journal of Constructional SteelResearch,1988,11:73―103.
[13]陈以一,沈祖炎,大井谦一,高梨晃一.反夏变动轴力作用下钢柱的数值分析模型[J].同济大学学报,1994,22(4):499―504.Chen Yiyi,Shen Zuyan,Ohi K,Takanashi K.A numericalanalysis model for steel columns subjected to cyclicvarying axial load[J].Journal of Tongji University,1994,22(4):499―504.(in Chinese)
[14]周锋.宽肢薄腹钢柱滞回性能的试验研究与数值分析[D].上海:同济大学,2002.Zhou Feng.Experimental study and numerical analysis ofhysteretic behavior of steel column with bigwidth-to-thickness-ratio plate[D].Shanghai:TongjiUniversity,2002.(in Chinese)
[15]Lu L H,Winkel G D,Yu Y,Wardenier J.Deformationlimit for the ultimate strength of hollow section joints[C].Melbourne:Sixth International Symposium on TubularStructures,1994:341―347.
[16]Yura J A,Zettlemoyer N,Edwards I F.Ultimate capacityequations for tubular joints[C].Houston:OffshoreTechnology Conference,1980:3690―3703.
[17]杜纯领.X型圆钢管相贯节点平面外抗弯性能研究[D].上海:同济大学,2007.Du Chunling.Study on out-of-plane bending properties ofunstiffened X-type tubular joint[D].Shanghai:TongjiUniversity,2007.(in Chinese)
[18]JGJ101-96,建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1996.JGJ 101-96,Specification of testing methods forearthquake resistant building[S].Beijing:ChinaArchitecture&Building Press,1996.(in Chinese)
[19]GB50017-2003,钢结构设计规范[S].北京:中国计划出版社,2003.GB 50017-2003,Design code for steel structure[S].Beijing:China Planning Press,2003.(in Chinese)
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