热轧单角钢轴心受压构件整体稳定性能研究
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摘要
国产热轧角钢分为等边与不等边两类。等边角钢截面为单轴对称截面，除绕非对称轴失稳为弯曲失稳外，绕其他任意轴均为弯扭失稳。不等边角钢截面为无对称轴截面，绕任意轴失稳均为弯扭失稳。我国现行钢结构设计规范(GB50017)采用换算长细比的方法将弯扭失稳等效为弯曲失稳，其残余应力和初始几何缺陷均按弯曲失稳考虑。虽然这样可以避免复杂计算，但因缺陷对弯扭失稳的影响不同于对弯曲失稳的影响，使得计算的精确度和安全度难以保证。本文采用极限强度理论和通用有限元分析软件ANSYS，系统深入地研究了单角钢轴心受压构件的弯扭失稳，并与多本规范进行了对比分析；在此基础上提出简单实用的稳定系数计算公式，以便工程设计参考。
Hot-rolled angles are classified as equal and unequal angles. An equal angle section, being a singly-symmetric section, will buckle in a torsional-flexural pattern about any axis except for flexural buckling about the unsymmetric axis. Being an unsymmetric section, an unequal angle section is torsional-flexural buckling. In active code for design of steel structures, axially compressed members are calculated not as torsional-flexural buckling but as flexural buckling with equivalent slenderness ratio, residual stress and initial geometry imperfection are also taken into account as flexural buckling. Although this can avoid the complicated calculation, it is difficult to calculate a member precisely and safely because the influence of imperfection for torsional-flexural buckling is not same as the one for flexural buckling. In this paper, torsional-flexural buckling of single-angle members is researched deeply and systematically by ultimate strength theory and general FEM analysis software ANSYS, and is contrasted with some codes, as a result the simple and practical formulas for stability coefficient are recommended for design purpose.
Hot-rolled angles are classified as equal and unequal angles. An equal angle section, being a singly-symmetric section, will buckle in a torsional-flexural pattern about any axis except for flexural buckling about the unsymmetric axis. Being an unsymmetric section, an unequal angle section is torsional-flexural buckling. In active code for design of steel structures, axially compressed members are calculated not as torsional-flexural buckling but as flexural buckling with equivalent slenderness ratio, residual stress and initial geometry imperfection are also taken into account as flexural buckling. Although this can avoid the complicated calculation, it is difficult to calculate a member precisely and safely because the influence of imperfection for torsional-flexural buckling is not same as the one for flexural buckling. In this paper, torsional-flexural buckling of single-angle members is researched deeply and systematically by ultimate strength theory and general FEM analysis software ANSYS, and is contrasted with some codes, as a result the simple and practical formulas for stability coefficient are recommended for design purpose.
引文
[1] 柏拉西：金属结构的屈曲强度，科学出版社，1-25，1965．
[2] 郭月青：等边角钢和T型截面轴压杆弹塑性弯扭屈曲临界力分析(硕士论文)，25-33，1998．
[3] R.narayanan. Axially Compressed Structures Stability and Strength, Applied Science Publishers London and New York, 181-216, 1982.
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[9] 沈祖炎等：单角钢压杆的稳定计算，同济大学学报，No．3，56-71，1982．
[10] 曹平周：角钢组合T型截面轴心压杆弯扭失稳承载力研究，钢结构，Vol．13，No．1，3-6，1998．
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[12] 陈骥：单轴对称截面轴心受压构件弯扭屈曲设计问题，钢结构，Vol．14，No．4，49-52，1999．
[13] 陈骥：综合考虑残余应力，初偏心和初弯曲时轴心压杆的稳定系数，钢结构论文报告选集，Vol．1，1-14，1982．
[14] 任伟新等：钢压杆局部与整体相关屈曲承载力研究，土木工程学报，Vol．27，No．4，3-11，1994．
[15] 钢木结构教研组：钢轴心受压杆稳定系数的试验研究，西安冶金学院学报，
1-29，1973．
[16] 王国周等：钢结构原理与设计，清华大学出版社，161-166，1993．
[17] 陈绍蕃：钢结构设计原理，科学出版社，90-100，1998．
[18] 陈骥：钢结构稳定理论与设计，科学出版社，226-137，2001．
[19] 陈绍蕃：钢结构，中国建筑工业出版社，288-298，1994．
[20] 王焕定等：有限单元法及计算程序，中国建筑工业出版社，311-391，1997．
[21] 北京钢铁设计研究总院等：钢结构设计规范(GBJ17-88)，1988．
[22] 北京钢铁设计研究总院等：钢结构设计规范(GB50017)，2003．
[23] 王国周：关于残余应力对钢压杆承载能力影响的研究成果在钢结构规范中的应用，冶金建筑，No．10，15-22，1981．
[24] 王国周：残余应力对钢压杆承载能力的影响及理论分析概况，冶金建筑，No．9，15-19，1981．
[25] 王国周：钢结构残余应力分布的若干特点，冶金建筑，No．8，31-35，1981．
[26] 嘉木工作室：ANSYS5.7有限元实例分析教程，机械工业出版社，2002．
[27] 李浩月等：ANSYS工程计算应用教程，中国铁道出版社，2003．
[28] 美国ANSYS公司北京办事处：ANSYS非线性分析指南，1998．
[29] 吕烈武等：钢结构构件稳定理论，中国建筑工业出版社，205-216，1983．
[30] N.S.Trahair: Moment Capacities of Steel Angle Sections, Jonrnal of Engineering, Vol.128, No.11, 1387-1393, 2002.
[31] N.S.Trahair: Bearing、Shear、and Torsion Capacities of Steel Angle Sections, Jonrnal of Engineering, Vol.128, No.11, 1394-1397, 2002.
[32] AISC INC-Load and Resistance Factor Design Specification for Single-Angle Members, 2000.
[2] 郭月青：等边角钢和T型截面轴压杆弹塑性弯扭屈曲临界力分析(硕士论文)，25-33，1998．
[3] R.narayanan. Axially Compressed Structures Stability and Strength, Applied Science Publishers London and New York, 181-216, 1982.
[4] C.J.Earls: On the Notion Effective Length for Single Angle Geometric Axis Flexure, Journal of Constructional Steel Research, Vol.58, 1195-1210, 2002.
[5] A.zureick. Design Strength of Concentrically Loaded Single Angle Struts, Engineering Journal, No.1, 17-20, 1993.
[6] Seshu Madhava Rao Adluri and Murtyk.s.madugula-Eccentrically Loaded Steel Single Angle Struts, Engineering Journal, No.2, 59-66, 1992.
[7] 李开禧等：钢压杆的柱子曲线，重庆建筑工程学院科技资料，Vol．83，1-30，1983．
[8] 李开禧等：逆算单元长度法计算单轴失稳钢压杆的临界力，重庆建筑工程学院学报，No．4，26-29，1982．
[9] 沈祖炎等：单角钢压杆的稳定计算，同济大学学报，No．3，56-71，1982．
[10] 曹平周：角钢组合T型截面轴心压杆弯扭失稳承载力研究，钢结构，Vol．13，No．1，3-6，1998．
[11] 陈绍番：角钢，剖分T型钢压杆的弯扭屈曲，钢结构，Vol．15，No．4，47-49，2000．
[12] 陈骥：单轴对称截面轴心受压构件弯扭屈曲设计问题，钢结构，Vol．14，No．4，49-52，1999．
[13] 陈骥：综合考虑残余应力，初偏心和初弯曲时轴心压杆的稳定系数，钢结构论文报告选集，Vol．1，1-14，1982．
[14] 任伟新等：钢压杆局部与整体相关屈曲承载力研究，土木工程学报，Vol．27，No．4，3-11，1994．
[15] 钢木结构教研组：钢轴心受压杆稳定系数的试验研究，西安冶金学院学报，
1-29，1973．
[16] 王国周等：钢结构原理与设计，清华大学出版社，161-166，1993．
[17] 陈绍蕃：钢结构设计原理，科学出版社，90-100，1998．
[18] 陈骥：钢结构稳定理论与设计，科学出版社，226-137，2001．
[19] 陈绍蕃：钢结构，中国建筑工业出版社，288-298，1994．
[20] 王焕定等：有限单元法及计算程序，中国建筑工业出版社，311-391，1997．
[21] 北京钢铁设计研究总院等：钢结构设计规范(GBJ17-88)，1988．
[22] 北京钢铁设计研究总院等：钢结构设计规范(GB50017)，2003．
[23] 王国周：关于残余应力对钢压杆承载能力影响的研究成果在钢结构规范中的应用，冶金建筑，No．10，15-22，1981．
[24] 王国周：残余应力对钢压杆承载能力的影响及理论分析概况，冶金建筑，No．9，15-19，1981．
[25] 王国周：钢结构残余应力分布的若干特点，冶金建筑，No．8，31-35，1981．
[26] 嘉木工作室：ANSYS5.7有限元实例分析教程，机械工业出版社，2002．
[27] 李浩月等：ANSYS工程计算应用教程，中国铁道出版社，2003．
[28] 美国ANSYS公司北京办事处：ANSYS非线性分析指南，1998．
[29] 吕烈武等：钢结构构件稳定理论，中国建筑工业出版社，205-216，1983．
[30] N.S.Trahair: Moment Capacities of Steel Angle Sections, Jonrnal of Engineering, Vol.128, No.11, 1387-1393, 2002.
[31] N.S.Trahair: Bearing、Shear、and Torsion Capacities of Steel Angle Sections, Jonrnal of Engineering, Vol.128, No.11, 1394-1397, 2002.
[32] AISC INC-Load and Resistance Factor Design Specification for Single-Angle Members, 2000.