高强冷弯薄壁型钢方形加劲截面轴压柱直接强度法研究
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摘要
冷弯薄壁型钢构件呈现高强、薄壁的发展趋势，其截面形式越来越复杂，屈曲形式除了整体屈曲和局部屈曲外，还有畸变屈曲模式。这些构件很难用传统的有效宽度法进行计算。直接强度法作为一种全新的设计方法，它采用毛截面几何特性进行计算，从而避免了复杂截面有效宽度法的繁琐计算，同时考虑了畸变屈曲的影响。
本文采用直接强度法计算了32根截面厚度t=0.6mm、长度为400～2160mm的方形试验截面，并与试验结果进行对比，结果表明：直接强度法可以用于高强轴心受压方形截面构件的承载力计算。在把试验截面等效成腹板中间加劲方形截面的基础上，用直接强度法计算了等效截面构件的承载力，并与试验构件进行了比较，进一步验证了上述结论。
用直接强度法进行计算时，关键是求解截面局部屈曲应力f_(ol)。本文在有限条理论的基础上，采用有限条程序CUFSM计算截面的局部屈曲临界应力。通过对不同宽度、不同加劲高度的腹板中间加劲方形截面局部屈曲临界应力进行计算研究和回归分析，给出了该类截面局部屈曲临界应力f_(ol)的实用计算公式，供设计计算参考。
Cold-formed steel has a tendency to high strength, thin-wall and complex sections. Besides overall buckling and local buckling, distortional buckling is also an existing buckling mode. It is hard to use Effective Width Method (EWM) to calculate the ultimate bearing capacity of high strength cold-formed steel with stiffened elements. However, as a newly developed design method, Direct Strength Method (DSM) takes distortional buckling into consideration and avoids calculating effective width of the complex section for making use of geometric properties of gross section.
A total of 32 high strength cold-formed steel squared axial compression columns with section thickness t=0.6mm and a range of lengths from 400mm to 2160mm were calculated by DSM. Comparing the calculated results of DSM with the test results, this paper drew a conclusion that DSM could be applied to calculate the bearing capacity of high strength cold-formed steel squared axial compression columns. The tested section was equaled to squared section with intermediate steiffeners on the web. The bearing capacity of equivalent section specimens was calculated by DSM and the results were compared with the results of test specimens, which further proved the above conclusion.
The key point of using DSM is to calculate the local buckling stress f_(o1) of the section. Based on the theory of finite strip method, software CUFSM was used to calculate the local buckling stress of the section. After calculating local buckling stress of many squared section members with different width and different height of stiffener, this paper gave a practical formula for the calculation of local buckling stress f_(ol) of this kind of section through data regression, which could be used as a reference in design calculation.
本文采用直接强度法计算了32根截面厚度t=0.6mm、长度为400～2160mm的方形试验截面，并与试验结果进行对比，结果表明：直接强度法可以用于高强轴心受压方形截面构件的承载力计算。在把试验截面等效成腹板中间加劲方形截面的基础上，用直接强度法计算了等效截面构件的承载力，并与试验构件进行了比较，进一步验证了上述结论。
用直接强度法进行计算时，关键是求解截面局部屈曲应力f_(ol)。本文在有限条理论的基础上，采用有限条程序CUFSM计算截面的局部屈曲临界应力。通过对不同宽度、不同加劲高度的腹板中间加劲方形截面局部屈曲临界应力进行计算研究和回归分析，给出了该类截面局部屈曲临界应力f_(ol)的实用计算公式，供设计计算参考。
Cold-formed steel has a tendency to high strength, thin-wall and complex sections. Besides overall buckling and local buckling, distortional buckling is also an existing buckling mode. It is hard to use Effective Width Method (EWM) to calculate the ultimate bearing capacity of high strength cold-formed steel with stiffened elements. However, as a newly developed design method, Direct Strength Method (DSM) takes distortional buckling into consideration and avoids calculating effective width of the complex section for making use of geometric properties of gross section.
A total of 32 high strength cold-formed steel squared axial compression columns with section thickness t=0.6mm and a range of lengths from 400mm to 2160mm were calculated by DSM. Comparing the calculated results of DSM with the test results, this paper drew a conclusion that DSM could be applied to calculate the bearing capacity of high strength cold-formed steel squared axial compression columns. The tested section was equaled to squared section with intermediate steiffeners on the web. The bearing capacity of equivalent section specimens was calculated by DSM and the results were compared with the results of test specimens, which further proved the above conclusion.
The key point of using DSM is to calculate the local buckling stress f_(o1) of the section. Based on the theory of finite strip method, software CUFSM was used to calculate the local buckling stress of the section. After calculating local buckling stress of many squared section members with different width and different height of stiffener, this paper gave a practical formula for the calculation of local buckling stress f_(ol) of this kind of section through data regression, which could be used as a reference in design calculation.
引文
[1] J.M.Davies. Recent research advances in cold-formed steel structures. Journal of Constructional Steel Research, 2000, 55 267-288.
[2] 陈绍蕃 钢结构设计原理 (第三版) 科学出版社 2005．
[3] Winter, G. ,Commentary on the 1968 Edition of the Specification for the Design of Cold-Formed steel Structural Members,AISI,1977.
[4] Desmond,T.P.,Pekoz,T.and Winter, G.Intermeditate Stiffeners for Thin-walled Members. Journal of the Structural Dinision, ASCE, Proceedings, Vol. 107, Arp., 1981, pp.627～648.
[5] Desmond , P. The behaviour and strength of thin-walled compression elements with longitudinal stiffers.Ph.D.Thesis. Cornell Universiy.Ithaca,New York. 1997.
[6] Yu,C.,Schafer, B.W.(2006)."Distortional buckling tests on cold-formed steel beams."ASCE,Journal of Structural Engineering. 132(4)515-528.
[7] GB50018-2002,冷弯薄壁型钢结构技术规范[S]．中国计划出版社,2002．
[8] Winter, G.Strength of Steel Compression Flanges. Transactions,ASME,Vol.112, 1947, pp. 527～576.
[9] Bijlard PP., and Fisher GP., "Interaction of column and local buckling in compression members", NACA TN2640 1953
[10] Graves-Smith, T.R., "The ultimate strength of columns of arbitary length", Symposium On thin-walled steel structures, Swansea,1967.
[11] Van der Neut,A., "The interaction of local buckling and column failure of thin - walled compression members",Proceedings,12th International congress applied mechamcs, S pringerverlag,Gernaany,1969.
[12] Hancock,G.J., "Nonlinear" analysis of thin sections in compression " Journal of Structural Engineering, VOI. 107, No.ST3,1981.
[13] 郭彦林，陈绍蕃，冷弯薄壁槽钢短柱局部屈曲后相关作用的弹塑性分析，土木工程学报，Vol．23，No．3，1990，pp．36-460
[14] 郭彦林，陈绍蕃，冷弯薄壁型钢柱局部和整体稳定相关作用的理论和试验研究，土木工程学报，Vol．24，No．1，1991．
[15] 周绪红，开口薄壁型钢压弯构件中板件屈曲后性能与板组屈曲后相关作用的研究，湖南大学博士学位论文，1992．
[16] 孙祖龙，高轩能等，冷弯薄壁槽形截面受压构件板组稳定性及屈曲后强度研究的总V结报告，南昌大学土木系钢结构研究所，1997．
[17] 陶忠，腹板中间V形加劲卷边槽钢柱单波型和多波型相关屈曲性能分析和试验研究，西安建筑科技大学博士论文，2000．
[18] 陈骥，钢结构稳定理论与设计，科学出版社，2003．
[19] Kwon, Y.B., and Hancock, G.J. Strength tests of cold-formed channel sections undergoing local and distortional buckling. Jour. Struck .Eng. ASCE, 117(2): 1786-1803.
[20] Lau Hancock,G.J.Distortinal buckling formulas for channel columns.Jour. Struck. Eng, 1987, 113(5):1063-1078.
[21] Hancock, G.J. Design for distortional buckling of flexural members. Thin-Walled Structures, 1997, 27(1): 3-12
[22] Hancock G.J., et al. Cold-formed steel structures to the AISI Specification. Marcel Dekker, New York, 2001.
[23] Demao Yang, Hancock, G.J. Compression tests of high strength steel channel columns with interaction between local and distortional buckling. Journal of Structural Engineering, 2004, 130(12): 1954-1963
[24] Australian/New Zealand Standard Cold-Formed Steel Structures AS/NZS4600:1996.
[25] Papangelis, J.P., Hancock, G.J. Thin-Wall2.0, center for advanced structural engineering, Department of civil engineering, Univercity of Sydney, 1998.
[26] B.Schafer,T.Pekoz.Laterally braced cold-formed steel flexural members with edge stiffened elements.Joural of Structural Engineering: 1999,125 (2).
[27] Schafer, B. W. Local, distortional and Euler buckling of thin-walled columns. Journal of Structural Engineering, 2002, 128(3).
[28] Schafer, B. W. Distortional buckling of cold-formed steel columns. Final report to the AISI, Washington, D.C
[29] Yu, C., Schafer, B. W. Local buckling tests on cold-formed steel beams.Journal of Structural Engineering, 2002, 128(3).
[30] Design of Cold-Formed Steel Structural Members using the Direct Strength Method, Appendix 1 of the NAS, 2004.
[31] Schafer, B. W. Elastic Buckling Analysis of Thin Walled Members by Finite Strip Analysis, CUFSM v2.6.
[32] 陈骥，冷弯薄壁型钢构件的直接强度设计法，建筑钢结构进展，2003，4 (5)。
[33] 王春刚，张耀春，直接强度法计算冷弯薄壁斜卷边槽钢轴压柱的承载力 工业建筑 2006／36／1。
[34] 何保康，蒋路，姚行友，高强冷弯薄壁型钢卷边槽形截面轴压柱畸变屈曲试验研究，建筑结构学报 2006／27／3。
[35] 蒋路、何保康， 冷弯薄壁构件的直接强度法，建筑结构，2007／1。
[36] 蒋路， 高强冷弯薄壁型钢轴压长柱试验与理论研究．西安建筑科技大学硕士论文，2005。
[37] 何宝康，周天华．冷弯型钢截面局部屈曲和 AISI规范计算有效宽度的统一法则．建筑钢结构进展，2005，7 (4)。
[38] American Iron and Steel Institute. 1996 Edition of the Specification for the Design of Cold-Formed steel Structural Members. Washington, DC, USA. 1997.
[39] Commentary of Design of Cold-formed Steel Structural Members Using the Direct Strength Method,Appendix of the NAS,2004.
[40] 周天华，周绪红，何保康，等．G550级高强薄板钢材的材性及应用[J]．建筑科学与工程学报，2005，22(2)：43-46
[41] 周天华，何保康，周绪红，等．高强冷弯薄壁型钢轴压长柱受力性能试验研究[J]．建筑科学与工程学报，2005，22(4)：65-71．
[42] 周天华，何保康，周绪红等．高强冷弯薄壁型钢轴压短柱受力性能试验研究[J]．建筑科学与工程学报，2005，22(3)：36-44．
[43] Cheung,Y.K.,The finite stripe method in structural analysis. Pergamon, 1976.
[44] 于炜文 著，董军，夏冰青 译，冷成型钢结构设计，中国水利水电出版社 2003
[45] 吴家龙 弹性力学 高等教育出版社 2001。
[46] 曾峰 冷弯薄壁矩形钢管板组相关屈曲性能研究 西安建筑科技大学硕士论文 2003
[47] F．柏拉希，金属结构的屈曲强度 (下册) 同济大学钢木结构教研室译，科学出版社，1965．
[48] British Standards Institution.Structural use of steel work in bulding,Part5,Code of practice for design of cold formed section. 1987
[2] 陈绍蕃 钢结构设计原理 (第三版) 科学出版社 2005．
[3] Winter, G. ,Commentary on the 1968 Edition of the Specification for the Design of Cold-Formed steel Structural Members,AISI,1977.
[4] Desmond,T.P.,Pekoz,T.and Winter, G.Intermeditate Stiffeners for Thin-walled Members. Journal of the Structural Dinision, ASCE, Proceedings, Vol. 107, Arp., 1981, pp.627～648.
[5] Desmond , P. The behaviour and strength of thin-walled compression elements with longitudinal stiffers.Ph.D.Thesis. Cornell Universiy.Ithaca,New York. 1997.
[6] Yu,C.,Schafer, B.W.(2006)."Distortional buckling tests on cold-formed steel beams."ASCE,Journal of Structural Engineering. 132(4)515-528.
[7] GB50018-2002,冷弯薄壁型钢结构技术规范[S]．中国计划出版社,2002．
[8] Winter, G.Strength of Steel Compression Flanges. Transactions,ASME,Vol.112, 1947, pp. 527～576.
[9] Bijlard PP., and Fisher GP., "Interaction of column and local buckling in compression members", NACA TN2640 1953
[10] Graves-Smith, T.R., "The ultimate strength of columns of arbitary length", Symposium On thin-walled steel structures, Swansea,1967.
[11] Van der Neut,A., "The interaction of local buckling and column failure of thin - walled compression members",Proceedings,12th International congress applied mechamcs, S pringerverlag,Gernaany,1969.
[12] Hancock,G.J., "Nonlinear" analysis of thin sections in compression " Journal of Structural Engineering, VOI. 107, No.ST3,1981.
[13] 郭彦林，陈绍蕃，冷弯薄壁槽钢短柱局部屈曲后相关作用的弹塑性分析，土木工程学报，Vol．23，No．3，1990，pp．36-460
[14] 郭彦林，陈绍蕃，冷弯薄壁型钢柱局部和整体稳定相关作用的理论和试验研究，土木工程学报，Vol．24，No．1，1991．
[15] 周绪红，开口薄壁型钢压弯构件中板件屈曲后性能与板组屈曲后相关作用的研究，湖南大学博士学位论文，1992．
[16] 孙祖龙，高轩能等，冷弯薄壁槽形截面受压构件板组稳定性及屈曲后强度研究的总V结报告，南昌大学土木系钢结构研究所，1997．
[17] 陶忠，腹板中间V形加劲卷边槽钢柱单波型和多波型相关屈曲性能分析和试验研究，西安建筑科技大学博士论文，2000．
[18] 陈骥，钢结构稳定理论与设计，科学出版社，2003．
[19] Kwon, Y.B., and Hancock, G.J. Strength tests of cold-formed channel sections undergoing local and distortional buckling. Jour. Struck .Eng. ASCE, 117(2): 1786-1803.
[20] Lau Hancock,G.J.Distortinal buckling formulas for channel columns.Jour. Struck. Eng, 1987, 113(5):1063-1078.
[21] Hancock, G.J. Design for distortional buckling of flexural members. Thin-Walled Structures, 1997, 27(1): 3-12
[22] Hancock G.J., et al. Cold-formed steel structures to the AISI Specification. Marcel Dekker, New York, 2001.
[23] Demao Yang, Hancock, G.J. Compression tests of high strength steel channel columns with interaction between local and distortional buckling. Journal of Structural Engineering, 2004, 130(12): 1954-1963
[24] Australian/New Zealand Standard Cold-Formed Steel Structures AS/NZS4600:1996.
[25] Papangelis, J.P., Hancock, G.J. Thin-Wall2.0, center for advanced structural engineering, Department of civil engineering, Univercity of Sydney, 1998.
[26] B.Schafer,T.Pekoz.Laterally braced cold-formed steel flexural members with edge stiffened elements.Joural of Structural Engineering: 1999,125 (2).
[27] Schafer, B. W. Local, distortional and Euler buckling of thin-walled columns. Journal of Structural Engineering, 2002, 128(3).
[28] Schafer, B. W. Distortional buckling of cold-formed steel columns. Final report to the AISI, Washington, D.C
[29] Yu, C., Schafer, B. W. Local buckling tests on cold-formed steel beams.Journal of Structural Engineering, 2002, 128(3).
[30] Design of Cold-Formed Steel Structural Members using the Direct Strength Method, Appendix 1 of the NAS, 2004.
[31] Schafer, B. W. Elastic Buckling Analysis of Thin Walled Members by Finite Strip Analysis, CUFSM v2.6.
[32] 陈骥，冷弯薄壁型钢构件的直接强度设计法，建筑钢结构进展，2003，4 (5)。
[33] 王春刚，张耀春，直接强度法计算冷弯薄壁斜卷边槽钢轴压柱的承载力 工业建筑 2006／36／1。
[34] 何保康，蒋路，姚行友，高强冷弯薄壁型钢卷边槽形截面轴压柱畸变屈曲试验研究，建筑结构学报 2006／27／3。
[35] 蒋路、何保康， 冷弯薄壁构件的直接强度法，建筑结构，2007／1。
[36] 蒋路， 高强冷弯薄壁型钢轴压长柱试验与理论研究．西安建筑科技大学硕士论文，2005。
[37] 何宝康，周天华．冷弯型钢截面局部屈曲和 AISI规范计算有效宽度的统一法则．建筑钢结构进展，2005，7 (4)。
[38] American Iron and Steel Institute. 1996 Edition of the Specification for the Design of Cold-Formed steel Structural Members. Washington, DC, USA. 1997.
[39] Commentary of Design of Cold-formed Steel Structural Members Using the Direct Strength Method,Appendix of the NAS,2004.
[40] 周天华，周绪红，何保康，等．G550级高强薄板钢材的材性及应用[J]．建筑科学与工程学报，2005，22(2)：43-46
[41] 周天华，何保康，周绪红，等．高强冷弯薄壁型钢轴压长柱受力性能试验研究[J]．建筑科学与工程学报，2005，22(4)：65-71．
[42] 周天华，何保康，周绪红等．高强冷弯薄壁型钢轴压短柱受力性能试验研究[J]．建筑科学与工程学报，2005，22(3)：36-44．
[43] Cheung,Y.K.,The finite stripe method in structural analysis. Pergamon, 1976.
[44] 于炜文 著，董军，夏冰青 译，冷成型钢结构设计，中国水利水电出版社 2003
[45] 吴家龙 弹性力学 高等教育出版社 2001。
[46] 曾峰 冷弯薄壁矩形钢管板组相关屈曲性能研究 西安建筑科技大学硕士论文 2003
[47] F．柏拉希，金属结构的屈曲强度 (下册) 同济大学钢木结构教研室译，科学出版社，1965．
[48] British Standards Institution.Structural use of steel work in bulding,Part5,Code of practice for design of cold formed section. 1987