薄壁箱形截面双向偏心受压构件的试验与理论分析
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摘要
在现代钢结构设计中,为了节约投资控制造价,同时减小地震与温度作用、增强结构的安全性,需要有效的减小用钢量,在焊接截面构件设计时尽量采用较小的壁厚。薄壁箱形构件由于质量轻、承载力高等优点,在国内外的工程中得到广泛的应用。薄壁箱形构件板件的高厚比较大,虽在受压时容易发生局部失稳,但可以适当地利用板件的屈曲后强度。计算此类构件的承载力常常根据有效截面。但各国规范对有效截面的规定差别很大,而且此类构件承载力的计算尚未有统一的方法。因此,有必要进行试验研究以检验规范公式的适用性,提出合理的承载力计算方法。
本文通过试验及有限元计算研究薄壁箱形构件在腹板高厚比超过限值后的承载力问题。试验共进行了八根试件,分别改变试件腹板的高厚比、试件的长细比、试件的相对偏心率。以试验结果同ANSYS分析、《钢结构设计规范》(GB50017-2003)和欧洲规范EN 1993-1-5：2006计算出的理论值进行对比,分析了规范中有效截面计算方法的适用性,提出这类构件承载力的计算方法。
试验和有限元分析表明,现行《钢结构设计规范》有效宽度的计算方法较为保守,欧洲钢结构规范有效宽度的计算方法较为符合实际情况,所提计算方法与试验结果吻合良好。
In order to save investment, reduce the role of seismic and temperature, enhance the security of structures, in modern steel structure's design, it need to reduce the effective volume of steel, and maximize the use of smaller thickness in the welding section beam design. Because the thin-walled box structures have light weight and high capacity, it is widely used in the project at home and abroad. Thin-walled box structures have large width-thickness ratio, so it is easily to local buckling in compression. When the web of high-thickness ratio is more than "design of steel structures", use the post-buckling strength. After determining the effective width of the plates, you can calculate the bearing capacity of components by the effective section. But it is different in all of the national standard for the effective width of the very values, therefore, it is necessary to doing experimental analysis for testing the applicability of the formula.
Through theoretical analysis, experimental study and finite element analysis, this article get the thin-walled box structures'effective width when the high-thickness ratio exceeding the limit. There are eight poles which were changed the web of high-thickness ratio, slenderness ratio of specimens, and the relative eccentricity. Through contrast the ultimate bearing capacity from different parameters, we can found the factors affecting stability. We make this data contrast with ANSYS analysis of test data, China's "steel design" (GB 50017-2003), and the European standard EN 1993-1-5: theoretical values calculated in 2006, then analysis the effective section of the specification methods'fitness to the post-buckling strength.
Experimental study and finite element analysis showed that the current "design of steel structures" in the calculation of the effective width was more conservative. European steel specifications for the effective width of the calculation method is more realistic and more consistent with the experimental data.
本文通过试验及有限元计算研究薄壁箱形构件在腹板高厚比超过限值后的承载力问题。试验共进行了八根试件,分别改变试件腹板的高厚比、试件的长细比、试件的相对偏心率。以试验结果同ANSYS分析、《钢结构设计规范》(GB50017-2003)和欧洲规范EN 1993-1-5：2006计算出的理论值进行对比,分析了规范中有效截面计算方法的适用性,提出这类构件承载力的计算方法。
试验和有限元分析表明,现行《钢结构设计规范》有效宽度的计算方法较为保守,欧洲钢结构规范有效宽度的计算方法较为符合实际情况,所提计算方法与试验结果吻合良好。
In order to save investment, reduce the role of seismic and temperature, enhance the security of structures, in modern steel structure's design, it need to reduce the effective volume of steel, and maximize the use of smaller thickness in the welding section beam design. Because the thin-walled box structures have light weight and high capacity, it is widely used in the project at home and abroad. Thin-walled box structures have large width-thickness ratio, so it is easily to local buckling in compression. When the web of high-thickness ratio is more than "design of steel structures", use the post-buckling strength. After determining the effective width of the plates, you can calculate the bearing capacity of components by the effective section. But it is different in all of the national standard for the effective width of the very values, therefore, it is necessary to doing experimental analysis for testing the applicability of the formula.
Through theoretical analysis, experimental study and finite element analysis, this article get the thin-walled box structures'effective width when the high-thickness ratio exceeding the limit. There are eight poles which were changed the web of high-thickness ratio, slenderness ratio of specimens, and the relative eccentricity. Through contrast the ultimate bearing capacity from different parameters, we can found the factors affecting stability. We make this data contrast with ANSYS analysis of test data, China's "steel design" (GB 50017-2003), and the European standard EN 1993-1-5: theoretical values calculated in 2006, then analysis the effective section of the specification methods'fitness to the post-buckling strength.
Experimental study and finite element analysis showed that the current "design of steel structures" in the calculation of the effective width was more conservative. European steel specifications for the effective width of the calculation method is more realistic and more consistent with the experimental data.
引文
[1]钢结构设计规范[S],GB50017-2003,中国计划出版社,北京,2003.
[2]Bijlaard.P.P. and Fisher.GP Interaction of column and local buckling in compression members NACA TN 2640.1952
[3]Bijlaard.P.P. and Fisher.GP Column strength of H-sections and square tubes in the post-bucking range of the component plates NACA TN 2994.1953
[4]Graves-smith, T.R. The ultimate strength of colum of arbitary length Symposium on thin walled steel structures Swansea,1967
[5]Vander Neut.A. The Interaction of local buckling and column failure of thin-walled compression members Proceedings 12th International congress applied mechanics Springerverlag Germany 1969
[6]Hancock G.J. Nonlinear analysis of thin sections in compression Journal of Structural Engineering Vol.107.No.ST3.1981
[7]Tsutomu Usami, Yuhshi Fukumoto, Locat and Overall Buckling of Welded Box Columns, Journal of Structural Division ASCE[J], Vol.108, No.ST3, March,1982.
[8]Tsutomu Usami, Yuhshi Fukumoto, Welded Box Compression Members, Journal of Structural Engineering[J], Vol.110, No.10, October,1984.
[9]Shi Ping Zhou. Wai Fah Chen. Design Criteria For Box Columns Under Biaxial Loading, Journal of Structure Engineering[J], Vol.111, No.12, Dec.,1985.
[10]沈德洪,沈勤斋,沈祖炎,箱形截面双向偏心受压构件的稳定极限承载力[J],土木工程学报,1988,第21卷,第3期,1988.
[11]郭彦林,冷弯薄壁箱形截面柱在偏心荷载作用下的弹塑性屈曲[J],工程力学,1990,第7卷,第4期.
[12]范重,范学伟,刘岩,焊接薄壁箱形构件在国家体育场中的应用研究[J],2005,第1期
[13]谢斌,薄腹箱形截面双向压弯构件的稳定性能分析[D],西安建筑科技大学硕士学位论文,2008.
[14]陈骥,钢结构稳定理论设计(第三版)[M],科学出版社,北京,2006.
[15]Von Karman.T.,Sechler.E.E. and Donnell.L.H. The Strength of thin plates in transactions ASME,Vol.54.APM 54-5.1932
[16]吕烈武,沈世钊,沈祖炎等,钢结构构件稳定理论[M],中国建筑工业出版社,北京,1983.
[17]陈绍蕃,钢结构设计原理(第三版)[M],科学出版社,北京,2005.
[18]陈绍蕃,钢结构(第三版)[M],中国建筑工业出版社,北京,2002.
[19]杨应华,宽薄腹工形截面偏压杆的平面外承载力研究[D],西安建筑科技大学博士学位论文,1995.
[20]杨应华,宽薄腹工形截面压弯构件的平面外稳定设计[J],钢结构,2006,第21卷,第5期.
[21]杨应华,宽薄腹工形截面压弯构件的平面内稳定设计[J],建筑钢结构进展,2006,第8卷,第1期.
[22]朱俞江,童根树,箱形截面压弯构件的平面外稳定计算[J],钢结构,2003,第18卷,第5期
[23]郭彦林,冷弯薄壁型钢柱局部与整体屈曲[J],西安冶金建筑学院学报,1989,第14卷,第2期.
[24]郭在田,薄壁箱形截面偏心钢压杆弯扭屈曲的理论和试验分析[J],西安冶金建筑科技学院学报,1981,第2期.
[25]顾强,陈绍蕃,厚板焊接柱残余应力的有限元分析[J],钢结构,1996,第11卷,第1期.
[26]何保康,周天华,冷弯型钢截面局部屈曲和AISI规范有效宽度计算的同一法则[J],建筑钢结构进展,2005,第7卷,第3期.
[27]陈绍蕃,《钢结构设计规范》(GB 50017-2003)应用中的几个问题[J],钢结构,2006,第21卷,第2期.
[28]金属材料室温拉伸试验方法[S],GB/T 228-2002,中国计划出版社,北京,2002.
[29]Eurocode3-Design of steel structures-Partl-5:Plated structural elements[S],2006.
[30]郭彦林,陈绍蕃,冷弯薄壁型钢柱局部与整体稳定相关作用的理论和试验研究[J],土木工程学报,1991,第3卷,第1期.
[31]碳素结构钢[S],GB 700-2006,中国计划出版社,北京,2006.
[32]陈绍蕃,Ⅰ型截面钢构件腹板屈曲后强度的利用[J],建筑结构,1998,第8期,第3卷.
[33]顾强,陈绍蕃,宽腹板工形截面偏压构件平面内的承载力[J],建筑结构学报, 1991,第12卷,第3期.
[34]郭彦林,冷弯薄壁箱形截面柱在偏心荷载作用下弹塑性屈曲[J],工程力学,1990,第7卷,第4期.
[35]朱慈勉,沈祖炎,陈栋,薄壁箱形截面柱的承载力计算[J],同济大学学报,1997,第25卷,第3期.
[36]朱俞江,箱形截面梁和梁柱的弹塑性稳定极限承载力分析[D],浙江大学硕士学位论文,2003.
[37]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[D],湖南大学博士学位论文,1992.
[2]Bijlaard.P.P. and Fisher.GP Interaction of column and local buckling in compression members NACA TN 2640.1952
[3]Bijlaard.P.P. and Fisher.GP Column strength of H-sections and square tubes in the post-bucking range of the component plates NACA TN 2994.1953
[4]Graves-smith, T.R. The ultimate strength of colum of arbitary length Symposium on thin walled steel structures Swansea,1967
[5]Vander Neut.A. The Interaction of local buckling and column failure of thin-walled compression members Proceedings 12th International congress applied mechanics Springerverlag Germany 1969
[6]Hancock G.J. Nonlinear analysis of thin sections in compression Journal of Structural Engineering Vol.107.No.ST3.1981
[7]Tsutomu Usami, Yuhshi Fukumoto, Locat and Overall Buckling of Welded Box Columns, Journal of Structural Division ASCE[J], Vol.108, No.ST3, March,1982.
[8]Tsutomu Usami, Yuhshi Fukumoto, Welded Box Compression Members, Journal of Structural Engineering[J], Vol.110, No.10, October,1984.
[9]Shi Ping Zhou. Wai Fah Chen. Design Criteria For Box Columns Under Biaxial Loading, Journal of Structure Engineering[J], Vol.111, No.12, Dec.,1985.
[10]沈德洪,沈勤斋,沈祖炎,箱形截面双向偏心受压构件的稳定极限承载力[J],土木工程学报,1988,第21卷,第3期,1988.
[11]郭彦林,冷弯薄壁箱形截面柱在偏心荷载作用下的弹塑性屈曲[J],工程力学,1990,第7卷,第4期.
[12]范重,范学伟,刘岩,焊接薄壁箱形构件在国家体育场中的应用研究[J],2005,第1期
[13]谢斌,薄腹箱形截面双向压弯构件的稳定性能分析[D],西安建筑科技大学硕士学位论文,2008.
[14]陈骥,钢结构稳定理论设计(第三版)[M],科学出版社,北京,2006.
[15]Von Karman.T.,Sechler.E.E. and Donnell.L.H. The Strength of thin plates in transactions ASME,Vol.54.APM 54-5.1932
[16]吕烈武,沈世钊,沈祖炎等,钢结构构件稳定理论[M],中国建筑工业出版社,北京,1983.
[17]陈绍蕃,钢结构设计原理(第三版)[M],科学出版社,北京,2005.
[18]陈绍蕃,钢结构(第三版)[M],中国建筑工业出版社,北京,2002.
[19]杨应华,宽薄腹工形截面偏压杆的平面外承载力研究[D],西安建筑科技大学博士学位论文,1995.
[20]杨应华,宽薄腹工形截面压弯构件的平面外稳定设计[J],钢结构,2006,第21卷,第5期.
[21]杨应华,宽薄腹工形截面压弯构件的平面内稳定设计[J],建筑钢结构进展,2006,第8卷,第1期.
[22]朱俞江,童根树,箱形截面压弯构件的平面外稳定计算[J],钢结构,2003,第18卷,第5期
[23]郭彦林,冷弯薄壁型钢柱局部与整体屈曲[J],西安冶金建筑学院学报,1989,第14卷,第2期.
[24]郭在田,薄壁箱形截面偏心钢压杆弯扭屈曲的理论和试验分析[J],西安冶金建筑科技学院学报,1981,第2期.
[25]顾强,陈绍蕃,厚板焊接柱残余应力的有限元分析[J],钢结构,1996,第11卷,第1期.
[26]何保康,周天华,冷弯型钢截面局部屈曲和AISI规范有效宽度计算的同一法则[J],建筑钢结构进展,2005,第7卷,第3期.
[27]陈绍蕃,《钢结构设计规范》(GB 50017-2003)应用中的几个问题[J],钢结构,2006,第21卷,第2期.
[28]金属材料室温拉伸试验方法[S],GB/T 228-2002,中国计划出版社,北京,2002.
[29]Eurocode3-Design of steel structures-Partl-5:Plated structural elements[S],2006.
[30]郭彦林,陈绍蕃,冷弯薄壁型钢柱局部与整体稳定相关作用的理论和试验研究[J],土木工程学报,1991,第3卷,第1期.
[31]碳素结构钢[S],GB 700-2006,中国计划出版社,北京,2006.
[32]陈绍蕃,Ⅰ型截面钢构件腹板屈曲后强度的利用[J],建筑结构,1998,第8期,第3卷.
[33]顾强,陈绍蕃,宽腹板工形截面偏压构件平面内的承载力[J],建筑结构学报, 1991,第12卷,第3期.
[34]郭彦林,冷弯薄壁箱形截面柱在偏心荷载作用下弹塑性屈曲[J],工程力学,1990,第7卷,第4期.
[35]朱慈勉,沈祖炎,陈栋,薄壁箱形截面柱的承载力计算[J],同济大学学报,1997,第25卷,第3期.
[36]朱俞江,箱形截面梁和梁柱的弹塑性稳定极限承载力分析[D],浙江大学硕士学位论文,2003.
[37]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[D],湖南大学博士学位论文,1992.