薄腹工形变截面双向压弯构件的稳定性能分析
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摘要
本文利用有限元程序ANSYS,考虑材料非线性,几何非线性,腹板局部屈曲与构件整体屈曲的相关作用,初始几何缺陷及残余应力,建立了能较好反映实际情况的薄腹工形变截面双向压弯构件的有限元模型。通过改变有限元模型中的腹板宽厚比,构件长细比,楔率,残余应力等参数,得出构件稳定极限承载力的有限元结果,研究了上述几何参数以及残余应力对薄腹工形变截面双向压弯构件弹塑性稳定承载力的影响。
根据《钢结构设计规范》(GB50017-2003)和《门式刚架轻型房屋钢结构技术规程》(CECS 102:2002),提出薄腹工形变截面双向压弯构件稳定极限承载力的两种简化计算方法,将两种简化方法的计算结果与有限元结果进行比较,表明两种简化方法大部分情况均是安全的,在个别情况下偏不安全。
In this thesis, the FEM model of biaxial bending of tapered I-section beam-columns with slender web which consider the interactive buckling is built for the geometrically nonlinear and materially nonlinear analysis. In order to simulate the practical situation, the imperfection of the members and the residual stresses are considered. And parametric analysis of the member is carried out and FEM results of ultimate load-carrying capacity will be obtained by changing parameters, including web plate width-thickness ratio, slenderness ratio of column, tapering ratio and residual stress etc... The influence of these parameters to the elastic-plastic stability carrying capacity is researched.
According to GB50017-2003 and CECS 102 : 2002, two methods which are used to calculate the stability carrying capacity of biaxial bending of tapered I-section beam-columns with slender web are proposed. The results are compared with those of FEM. It indicates that the results of the methods are safe in the common situation and unsafe in the exceptional cases.
根据《钢结构设计规范》(GB50017-2003)和《门式刚架轻型房屋钢结构技术规程》(CECS 102:2002),提出薄腹工形变截面双向压弯构件稳定极限承载力的两种简化计算方法,将两种简化方法的计算结果与有限元结果进行比较,表明两种简化方法大部分情况均是安全的,在个别情况下偏不安全。
In this thesis, the FEM model of biaxial bending of tapered I-section beam-columns with slender web which consider the interactive buckling is built for the geometrically nonlinear and materially nonlinear analysis. In order to simulate the practical situation, the imperfection of the members and the residual stresses are considered. And parametric analysis of the member is carried out and FEM results of ultimate load-carrying capacity will be obtained by changing parameters, including web plate width-thickness ratio, slenderness ratio of column, tapering ratio and residual stress etc... The influence of these parameters to the elastic-plastic stability carrying capacity is researched.
According to GB50017-2003 and CECS 102 : 2002, two methods which are used to calculate the stability carrying capacity of biaxial bending of tapered I-section beam-columns with slender web are proposed. The results are compared with those of FEM. It indicates that the results of the methods are safe in the common situation and unsafe in the exceptional cases.
引文
[1]GB50017-2003,钢结构设计规范[S].
[2]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,2006,21(5):88-91.
[3]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,2006,8(1):47-50.
[4]CECS 102:2002,门式刚架轻型房屋钢结构技术规程[S].
[5]王梅.楔形构件腹板的局部稳定研究[D].西安建筑科技大学硕士学位论文,1999.
[6]冉红东.楔形压弯构件的局部屈曲及屈曲后强度[D].西安建筑科技大学硕士学位论文,2003.
[7]杨应华,贾川.宽薄腹工形截面压弯构件的平面内稳定计算的直接强度法[J].第八届中日建筑结构技术交流会论文集,2008.08
[8]童根树,纪平.楔形变截面工字钢构件的平面外稳定研究[D].浙江大学硕士学位论文,1999.
[9]童根树,朱群红.简支楔形工字钢梁平面外稳定计算[D].浙江大学硕士学位论文,2004.
[10]严剑松,童根树.两端铰接楔形压弯杆平面外稳定[J].钢结构,2004,19(2):62-65.
[11]Prawel,S.P "Biaxial Flexure of Columns by Analog Computers," Journal of the Engineering Mechanics Division.No.EM1.Proc.Paper 3805,pp.83-111.February.,1964
[12]Harstead,G.A.Bimstiel.C.and Leu.K.C."Inelastic H-Column Under Biaxial Bending."Joumal of the Structural Division.ASCE.Vol.94.No.ST10.Proc.Paper6173.pp.2371-2398.October.,1968
[13]Culver,C.G."Exact Solution of the Biaxial Bending Equations." Journal of the Structural Divi sion,A S C E.Vo 1.92.No.ST2.Proc.Paper 4772,pp.63-83.April.(1966a)
[14]Chen,W.F.,Atsuta,T.,"Theory of Beam-Columns",Vol.2:Space Behavior and Design,McGraw-Hill Book Company,1977
[15]沈祖炎,胡学仁.单角钢压杆的稳定计算[J].同济大学学报,1982.
[16]沈德洪,沈祖炎.箱形截面双向偏心受压杆件的稳定极限承载力[J].土木工程学报,1988.
[17]丁浩民,沈祖炎.双向压弯钢构件极限承载力的研究[J].建筑结构,1994.
[18]S.Rajasekaran and D.M.Murry.Coupled Local Buckling in Wide-Flange Beam Columns.J.Structure Division,ASCE,Vol;,99.No.6,1973
[19]Sridharan S.Doubly symmetric interactive buckling of plate structures.J.Int.Solids and Struct.,1983,19,625-641
[20]Sridharan S and Ali M A.An improved interactive buckling analysis of thin-walled columns having doubly symmetric cross-sections.J.Int.Solids and Struct.,1986(4)
[21]郭彦林,陈绍蕃.冷弯薄壁型槽钢短柱局部屈曲后相关的弹塑性分析[J].土木工程学报,1990,3(3).
[22]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,1991,3(1).
[23]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.
[24]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,1991,12(3).
[25]Bimstiel,C.,"Experiments on H-Columns Under Biaxial Bending." Journal of the Structural Division,ASCE,Vol.94,No.ST10,Proc,Paper 6186,October,pp.2429-2448,1968
[26]郭彦林,潘湧.变截面工形柱平面内稳定极限承载力研究[J].土木工程学报,2004,37(1):13-19.
[27]杨应华.宽薄腹工形截面偏压杆的平面外稳定计算[C].钢结构工程研究论文集,1996.
[28]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论文,1995.
[29]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,1998,3(8).
[30]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,1989,14(2).
[31]郭彦林,陈绍蕃.冷弯薄壁箱形梁柱构件局部与整体稳定相关作用的弹塑性分析[J].工程力学,1990,(4).
[32]蔡春声.双向偏心受压H型截面构件弯扭屈曲稳定极限承载力研究[J].土木工程学报,1991.
[33]陈惠发.梁柱分析与设计(第一卷)[M].北京:人民交通出版社,1997
[34]陈惠发.梁柱分析与设计(第二卷)[M].北京:人民交通出版社,1997
[35]小飒工作室.最新经典ANSYS及ANSYSWorkbench教程(第一版)[M].北 京:电子工业出版社,2004.
[36]龚曙光,谢桂兰.ANSYS操作命令与参数化编程(第一版)[M].北京:机械工业出版社,2004.
[37]陈绍蕃.钢结构设计原理(第三版)[M].北京:科学出版社,2005.
[38]陈骥.钢结构稳定理论设计(第二版)[M].北京:科学出版社,2003.
[39]Chen,W.E,Atsuta,T.,"Interaction Equations for Biaxially Loaded Section,"Journal of the Structural Division,ASCE.Vol.98,No.ST5,pp.1035-1052,1972
[40]Yang Yinghua,Gu Qiang & Chen Shaofan.Behavior and design of thin-webbed beam-columns,Advances in Steel Structures Hong Kong,1996
[41]Yang,Y.H.and Chen,J.,The Influence of In-plane End Bending Restraints on The Lateral Buckling Strength of Beam-columns.第四次国际结构稳定学术讨论会亚洲会议论文集,北京,1989
[42]Trahir,N.S.and Bradford,M.A.The Behavior and Design of Steel Structures,Revised 2~(nd).Ed.Chapman and Hall,London,1991
[43]E.Camoy.Post-bucking Analysis of Elastic Structures by the Finite Element Method.Computer Methods in Applied Mechanics and Enginerring,Vol.23,1980
[44]Usami T and Fukumoto Y.Local and overall buckling of welded box colunms.J.Struct.Div.,ASCE 1982,108(3):525-542
[45]Usami T and Fukumoto Y.Welded box compression members.J.Struct.Engrg.,1984,110(10):2457-2470
[2]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,2006,21(5):88-91.
[3]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,2006,8(1):47-50.
[4]CECS 102:2002,门式刚架轻型房屋钢结构技术规程[S].
[5]王梅.楔形构件腹板的局部稳定研究[D].西安建筑科技大学硕士学位论文,1999.
[6]冉红东.楔形压弯构件的局部屈曲及屈曲后强度[D].西安建筑科技大学硕士学位论文,2003.
[7]杨应华,贾川.宽薄腹工形截面压弯构件的平面内稳定计算的直接强度法[J].第八届中日建筑结构技术交流会论文集,2008.08
[8]童根树,纪平.楔形变截面工字钢构件的平面外稳定研究[D].浙江大学硕士学位论文,1999.
[9]童根树,朱群红.简支楔形工字钢梁平面外稳定计算[D].浙江大学硕士学位论文,2004.
[10]严剑松,童根树.两端铰接楔形压弯杆平面外稳定[J].钢结构,2004,19(2):62-65.
[11]Prawel,S.P "Biaxial Flexure of Columns by Analog Computers," Journal of the Engineering Mechanics Division.No.EM1.Proc.Paper 3805,pp.83-111.February.,1964
[12]Harstead,G.A.Bimstiel.C.and Leu.K.C."Inelastic H-Column Under Biaxial Bending."Joumal of the Structural Division.ASCE.Vol.94.No.ST10.Proc.Paper6173.pp.2371-2398.October.,1968
[13]Culver,C.G."Exact Solution of the Biaxial Bending Equations." Journal of the Structural Divi sion,A S C E.Vo 1.92.No.ST2.Proc.Paper 4772,pp.63-83.April.(1966a)
[14]Chen,W.F.,Atsuta,T.,"Theory of Beam-Columns",Vol.2:Space Behavior and Design,McGraw-Hill Book Company,1977
[15]沈祖炎,胡学仁.单角钢压杆的稳定计算[J].同济大学学报,1982.
[16]沈德洪,沈祖炎.箱形截面双向偏心受压杆件的稳定极限承载力[J].土木工程学报,1988.
[17]丁浩民,沈祖炎.双向压弯钢构件极限承载力的研究[J].建筑结构,1994.
[18]S.Rajasekaran and D.M.Murry.Coupled Local Buckling in Wide-Flange Beam Columns.J.Structure Division,ASCE,Vol;,99.No.6,1973
[19]Sridharan S.Doubly symmetric interactive buckling of plate structures.J.Int.Solids and Struct.,1983,19,625-641
[20]Sridharan S and Ali M A.An improved interactive buckling analysis of thin-walled columns having doubly symmetric cross-sections.J.Int.Solids and Struct.,1986(4)
[21]郭彦林,陈绍蕃.冷弯薄壁型槽钢短柱局部屈曲后相关的弹塑性分析[J].土木工程学报,1990,3(3).
[22]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,1991,3(1).
[23]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.
[24]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,1991,12(3).
[25]Bimstiel,C.,"Experiments on H-Columns Under Biaxial Bending." Journal of the Structural Division,ASCE,Vol.94,No.ST10,Proc,Paper 6186,October,pp.2429-2448,1968
[26]郭彦林,潘湧.变截面工形柱平面内稳定极限承载力研究[J].土木工程学报,2004,37(1):13-19.
[27]杨应华.宽薄腹工形截面偏压杆的平面外稳定计算[C].钢结构工程研究论文集,1996.
[28]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论文,1995.
[29]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,1998,3(8).
[30]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,1989,14(2).
[31]郭彦林,陈绍蕃.冷弯薄壁箱形梁柱构件局部与整体稳定相关作用的弹塑性分析[J].工程力学,1990,(4).
[32]蔡春声.双向偏心受压H型截面构件弯扭屈曲稳定极限承载力研究[J].土木工程学报,1991.
[33]陈惠发.梁柱分析与设计(第一卷)[M].北京:人民交通出版社,1997
[34]陈惠发.梁柱分析与设计(第二卷)[M].北京:人民交通出版社,1997
[35]小飒工作室.最新经典ANSYS及ANSYSWorkbench教程(第一版)[M].北 京:电子工业出版社,2004.
[36]龚曙光,谢桂兰.ANSYS操作命令与参数化编程(第一版)[M].北京:机械工业出版社,2004.
[37]陈绍蕃.钢结构设计原理(第三版)[M].北京:科学出版社,2005.
[38]陈骥.钢结构稳定理论设计(第二版)[M].北京:科学出版社,2003.
[39]Chen,W.E,Atsuta,T.,"Interaction Equations for Biaxially Loaded Section,"Journal of the Structural Division,ASCE.Vol.98,No.ST5,pp.1035-1052,1972
[40]Yang Yinghua,Gu Qiang & Chen Shaofan.Behavior and design of thin-webbed beam-columns,Advances in Steel Structures Hong Kong,1996
[41]Yang,Y.H.and Chen,J.,The Influence of In-plane End Bending Restraints on The Lateral Buckling Strength of Beam-columns.第四次国际结构稳定学术讨论会亚洲会议论文集,北京,1989
[42]Trahir,N.S.and Bradford,M.A.The Behavior and Design of Steel Structures,Revised 2~(nd).Ed.Chapman and Hall,London,1991
[43]E.Camoy.Post-bucking Analysis of Elastic Structures by the Finite Element Method.Computer Methods in Applied Mechanics and Enginerring,Vol.23,1980
[44]Usami T and Fukumoto Y.Local and overall buckling of welded box colunms.J.Struct.Div.,ASCE 1982,108(3):525-542
[45]Usami T and Fukumoto Y.Welded box compression members.J.Struct.Engrg.,1984,110(10):2457-2470