超高强度钢材焊接箱形轴心受压柱整体稳定的有限元分析
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摘要
目的运用有限元方法分析计算超高强度钢材焊接箱形截面轴心受压柱整体稳定受力特性的准确性和可靠性,以及残余应力的影响.方法运用通用有限元软件ANSYS建立三维有限元模型,准确模拟构件的残余应力和几何初始缺陷,对11个超高强度钢材焊接箱形截面轴心受压柱的整体稳定受力特性进行了有限元分析,并与相应的试验结果进行对比.结果有限元计算得到的承载力与试验实测结果的平均误差<4%,且标准差<5%.残余应力的2种变化对整体稳定承载力的影响<3%.结论建立的有限元模型能够准确地分析计算超高强度钢材轴心受压柱的整体稳定受力特性,为进一步运用该有限元模型对各种截面的超高强度钢材轴心受压柱的整体稳定受力特性进行分析计算提供了正确性依据.残余应力的变化对超高强度钢材焊接箱形截面轴心受压柱整体稳定承载力的影响较小,可能采用比普通钢材钢柱高的整体稳定系数.
Finite element models are developed by using the general-purpose finite element software,ANSYS,with accurate simulation of the residual stress and the initial geometric imperfections of the specimens,to analyze and calculate the overall buckling behaviour of 11 ultra-high strength steel welded box section columns under axial compression.By comparing the finite element analysis(FEA)results with the corresponding tests results,it has been verified that the finite element model created in this paper can accurately simulate and analyze the overall buckling behaviour of ultra-high strength steel welded box section columns under axial compression.So this finite element model is validated to do further finite element parametric analysis on the overall buckling behaviour of ultra-high strength steel columns under axial compression in order to determine the buckling curve and the buckling reduction coefficient.By applying different residual stress distributions in the finite element analysis and comparing the results,it can be concluded that the influence of the variation of the residual stress on the overall buckling resistance of the ultra-high strength steel columns is not so much.
Finite element models are developed by using the general-purpose finite element software,ANSYS,with accurate simulation of the residual stress and the initial geometric imperfections of the specimens,to analyze and calculate the overall buckling behaviour of 11 ultra-high strength steel welded box section columns under axial compression.By comparing the finite element analysis(FEA)results with the corresponding tests results,it has been verified that the finite element model created in this paper can accurately simulate and analyze the overall buckling behaviour of ultra-high strength steel welded box section columns under axial compression.So this finite element model is validated to do further finite element parametric analysis on the overall buckling behaviour of ultra-high strength steel columns under axial compression in order to determine the buckling curve and the buckling reduction coefficient.By applying different residual stress distributions in the finite element analysis and comparing the results,it can be concluded that the influence of the variation of the residual stress on the overall buckling resistance of the ultra-high strength steel columns is not so much.
引文
[1]施刚,石永久,王元清.超高强度钢材钢结构的工程应用[J].建筑钢结构进展,2008,10(4):32-38.
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[3]Rasmussen K J R,Hancock G J.Tests of highstrength steel columns[J].Journal of ConstructionalSteel Research,1995,34(1):27-52.
[4]Pocock G.High strength steel use in Australia,Japanand the US[J].The Structural Engineer,2006,11:27-30.
[5]施刚,石永久,王元清.超高强度钢材钢结构的受力性能和工程应用[C]//第16届全国结构工程学术会议论文集.太原:《工程力学》杂志社,2007.
[6]European Committee for Standardization.EN1993-1-1Eurocode3:Design of Steel Structures Part1.1General rules and rules for buildings[S].Brussels:CEN,2005.
[7]American Institute of Steel Construction.Load andResistance Factor Design Specification for StructuralSteel Buildings[S].Chicago:AIS,2001.
[8]中华人民共和国建设部.钢结构设计规范(GB50017-2003)[S].北京:中国计划出版社,2003.
[9]Usami T,Fukumoto Y.Local and overall buckling ofwelded box columns[J].Journal of the StructuralDivision,1982,108(ST3):525-542.
[10]Chernenko D E,Kennedy D J L.An analysis of theperformance of welded wide flange columns[J].Ca-nadian Journal of Civil Engineering,1991,18:537-555.
[11]贾连光,胡伟政,王宇.弹性楼板开洞的多层钢框架地震反应[J].沈阳建筑大学学报:自然科学版,2005,21(1):8-11.
[12]贾连光,白宏涛,史永斌,等.建立考虑节点域剪切变形的平面钢框架单元刚度矩阵[J].沈阳建筑大学学报:自然科学版,2007,23(1):11-15.
[13]European Convention for Constructional Steelwork.Manual on stability of steel structures(second edi-tion)[M].Brussels:ECCS,1976.
[14]陈骥.钢结构稳定理论与设计[M].北京:科学出版社,2001.
[2]International Association for Bridge and StructuralEngineering.Use and Application of High-Perform-ance Steels for Steel Structures[M].Zurich:IABSE,2005.
[3]Rasmussen K J R,Hancock G J.Tests of highstrength steel columns[J].Journal of ConstructionalSteel Research,1995,34(1):27-52.
[4]Pocock G.High strength steel use in Australia,Japanand the US[J].The Structural Engineer,2006,11:27-30.
[5]施刚,石永久,王元清.超高强度钢材钢结构的受力性能和工程应用[C]//第16届全国结构工程学术会议论文集.太原:《工程力学》杂志社,2007.
[6]European Committee for Standardization.EN1993-1-1Eurocode3:Design of Steel Structures Part1.1General rules and rules for buildings[S].Brussels:CEN,2005.
[7]American Institute of Steel Construction.Load andResistance Factor Design Specification for StructuralSteel Buildings[S].Chicago:AIS,2001.
[8]中华人民共和国建设部.钢结构设计规范(GB50017-2003)[S].北京:中国计划出版社,2003.
[9]Usami T,Fukumoto Y.Local and overall buckling ofwelded box columns[J].Journal of the StructuralDivision,1982,108(ST3):525-542.
[10]Chernenko D E,Kennedy D J L.An analysis of theperformance of welded wide flange columns[J].Ca-nadian Journal of Civil Engineering,1991,18:537-555.
[11]贾连光,胡伟政,王宇.弹性楼板开洞的多层钢框架地震反应[J].沈阳建筑大学学报:自然科学版,2005,21(1):8-11.
[12]贾连光,白宏涛,史永斌,等.建立考虑节点域剪切变形的平面钢框架单元刚度矩阵[J].沈阳建筑大学学报:自然科学版,2007,23(1):11-15.
[13]European Convention for Constructional Steelwork.Manual on stability of steel structures(second edi-tion)[M].Brussels:ECCS,1976.
[14]陈骥.钢结构稳定理论与设计[M].北京:科学出版社,2001.
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