方钢管焊接T型节点轴向静力性能研究
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摘要
采用试验实测的方法,研究不同支管与主管宽度比(β)方钢管焊接T型节点的静力承载机理和破坏形态,并对节点的变形特点、应变分布、荷载-位移曲线进行分析.结果表明:方钢管焊接节点在支管轴向压力作用下的延性较好,试件在破坏前有充分的塑性发展;β=0.4时试件发生主管表面屈服破坏,β=0.8时试件发生表面屈服与侧壁屈曲破坏,β=1.0时试件发生主管弯曲屈服破坏;节点的轴向承载力和初始刚度随着β的增大有显著提高,β=1.0和β=0.8试件比β=0.4试件的承载力分别提高156%和310%,初始刚度则分别提高68.6%和94%;主管两端固定的约束条件对β≤0.8试件的承载机理及破坏形态影响较小,但引起β=1.0试件在节点区域破坏之前发生主管破坏.
An experimental study was conducted to gain an understanding of the static performance of a square,tubular welded T-joint under braced axial loading.The deformation characteristics,strain distribution,and load-displacement curves of the specimens were analyzed.The strength mechanics and failure modes were then evaluated.It appears that the welded square tubular specimens have good ductility under braced compression and exhibit full development of plastic deformation before joint failure.The joint failed from yield of the chord flange when β=0.4,from a combination of web buckling and flange yielding when β=0.8,and from the bending and yielding of the chord when β=1.0.The axial strength and initial stiffness of the joints increase significantly when β was increased from 0.4 to 0.8 or 1.0.The fixed restraint of the chord ends influenced the performance and failure of the β≤0.8 specimens only slightly while causing the chord of β=1.0 specimens to fail before damage was observed in the joint zone.
An experimental study was conducted to gain an understanding of the static performance of a square,tubular welded T-joint under braced axial loading.The deformation characteristics,strain distribution,and load-displacement curves of the specimens were analyzed.The strength mechanics and failure modes were then evaluated.It appears that the welded square tubular specimens have good ductility under braced compression and exhibit full development of plastic deformation before joint failure.The joint failed from yield of the chord flange when β=0.4,from a combination of web buckling and flange yielding when β=0.8,and from the bending and yielding of the chord when β=1.0.The axial strength and initial stiffness of the joints increase significantly when β was increased from 0.4 to 0.8 or 1.0.The fixed restraint of the chord ends influenced the performance and failure of the β≤0.8 specimens only slightly while causing the chord of β=1.0 specimens to fail before damage was observed in the joint zone.
引文
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[2]PACKER J A.Web crippling of rectangular hollowsections[J].Journal of Structural Engineering,ASCE,1984,110(10):2357-2373.
[3]ZHAO X L,HANCOCK G J.T-joints in rectangularhollow sections subject to combined actions[J].Jour-nal of Structural Engineering,1991,117(8):2258-2277.
[4]ZHAO X L,HANCOCK G J.Square and rectangu-lar hollow sections subject to combined actions[J].Journal of Structural Engineering,1992,118(3):648-668.
[5]PARTANEN T,BJORK T.On convergence of yieldline theory and experimental test capacity of RHS K-and T-jionts[C]//COUTIE M G,DAVIES G.Pro-ceedings of the Fifth International Symposium on Tu-bular Structures.Nottingham:CRC Press,1993:353-364.
[6]武振宇,张耀春.直接焊接T型钢管节点性能的试验研究[J].钢结构,1999,14(2):36-40.WU Zhen-yu,ZHANG Yao-chun.Experimentalstudy of directly welded T-type steel tubular joints[J].Steel Construction,1999,14(2):36-40.
[7]KOSTESKI N,PACKER J A.Welded tee-to-hssconnections[J].Journal of Structural Engineering,2003,129(2):151-159.
[8]WARDENIER J.Hollow section joints[M].Delft:Delft University Press,1982.
[9]PACKER J A,HENDERSON J E.空心管结构连接设计指南[M].曹俊杰,译.北京:科学出版社,1997.
[10]LIE S T,LEE C K,CHIEW S P,et al.StaticStrength of cracked square hollow section t jointsunder axial loads.II:Numerical[J].ASCE,Jour-nal of Structural Engineering,2006,132(3):378-386.
[11]FENG R,YOUNG B.Experimental investigation ofcold-formed stainless steel tubular T-joints[J].Thin-Walled Structures,2008,46(10):1129-42.
[12]武振宇,陈鹏,王渊阳.T型方管节点滞回性能的试验研究[J].土木工程学报,2008,41(12):8-13.WU Zhen-yu,CHEN Peng,WANG Yuan-yang.Experimental study on the hysteretic behavior of T-type SHS joints[J].China Civil Engineering Jour-nal,2008,41(12):8-13.
[13]BAE K W,PARK K S,CHOI Y H,et al.Behav-ior of branch-rotated T joints with cold-formedsquare hollow sections[J].Can J Civ Eng,2006,33(7):827-836.
[14]LU L H,WINKEL G D,YU Y,et al.Deformationlimit for the ultimate strength of hollow sectionjoints[C]//GRUNDY P,HOLGATE A,WONGB.Tubular Structures VI:Proceedings Sixth Inter-national Symposium on Tubular Structures.Mel-bourne:Taylor&Francis Group,1994:341-347.
[15]ZHAO X L.Deformation limit and ultimate streng-th of welded T-joints in cold-formed RHS sections[J].Journal of Constructional Steel Research,2000,53(2):149-165.
[16]WANG Wei,CHEN Yi-yi.Hysteretic behaviour oftubular joints under cyclic loading[J].Journal ofConstructional Steel Research,2007(63):1384-1395.
[17]范力,吕西林.装配式预制混凝土框架结构地震反应分析[J].中国矿业大学学报,2011,40(4):544-548.FAN Li,LV Xi-lin.Seismic response analysis of ajointed precast concrete frame structure[J].Journalof China University of Mining&Technology,2011,40(4):544-548.)
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