摘要
近年来,随着我国经济的发展,电力工业高速发展,输电线路向高电压、大容量、多回路和紧凑型发展。为了使输电塔的设计经济合理,使用高强度钢材成为合理的选择。本文主要结合两端偏心试验,验证了有限元分析的有效性,进行了参数分析。
为研究Q460高强角钢力学性能,进行了48根Q460高强角钢两端偏心压杆试验,并对试验结果进行了分析。为了更好地了解Q460高强角钢的力学性能,本文利用大型通用有限元程序ANSYS对两端偏心压杆进行了分析研究。根据分析结果,进行了参数分析。在分析中考虑了几何非线性、材料非线性和状态非线性。有限元分析考虑了角钢长细比、角钢宽厚比、连接板长度、连接板厚度、螺栓直径、螺栓数量、螺栓预拉力对极限承载力的影响,并分析了初始几何缺陷和实际尺寸对极限承载力的影响。
研究表明:当压杆为小长细比时,其破坏形式为局部屈曲;当压杆为大长细比时,其破坏形式为伴随有轻微扭转的整体屈曲,压杆的整体变形为绕平行于连接肢的x轴的弯曲变形。宽厚比的变化对压杆的极限承载力有显著影响,对于肢宽相同的角钢,不论其长细比是否变化,随着宽厚比降低,其极限承载力有显著增加。连接板厚度的变化对压杆的极限承载力有一定影响,在小长细比时,影响较小,在大长细比时,影响较大。压杆的实际尺寸对其极限承载力也有一定影响;其他因素对压杆的极限承载力的影响可以忽略不计。
In recent years,along with our country economy development,electric power industry keep high speed development,transmission line to high voltage, large capacity,multi-loop and compact development.In order to enable the design of power transmission tower economic rationality,to use the high strength steel has became a reasonable choice.This paper main union the test on struts eccentricity at both ends,has confirmed the validity of finite element analysis,has carded out the parametric analysis.
For the study of angle Q460 high-strength mechanical properties,so the 48 Q460 high-strength angle struts eccentricity at both ends have been tested,and test results are analyzed.For the better understanding the mechanical properties of Q460 high-strength angle,this article make use of large-scale general-purpose finite element program ANSYS to struts eccentricity at both ends analyzed.The results of the analysis carried out finite element analysis of variable parameters. In the analysis took into account the geometric nonlinearity,material nonlinearity and state nonlinearity.Finite element analysis taking into account the slenderness ratio of angle,width-to-thickness ratio of angle,connecting plate length,connecting plate thickness,bolt diameter,the number of bolts,pretension force of bolt's the impact on the ultimate bearing capacity,and have analyzed initial out-of-straightness the actual size and initial out-of-straightness's the impact on the ultimate beating capacity.
Study shows that:when the struts for the small slenderness ratio,the destruction of the form of local buckling;when the struts for the large slenderness ratio,the destruction of the form of the overall buckling with mild rotation,the overall deformation of struts for around limbs parallel to the x-axis connecting the bending deformation.The changes of width-to-thickness ratio in the ultimate bearing capacity of the struts has a significant influence,for the same wide angle limb,regardless of whether the change in slenderness ratio, with the width-to-thickness ratio lower than its ultimate bearing capacity has increased significantly.Changes thickness of connecting plate to the ultimate bearing capacity of the struts have a certain influence,slenderness ratio in the small term,the impact is small,in the large slenderness ratio,the impact is greater.The actual size of struts to its ultimate bearing capacity also have a certain influence;other factors on the struts the impact of the ultimate bearing capacity can be neglected.
引文
[1]刘丽敏.高强钢在特高压输电塔中的应用[D].同济大学硕士论文,上海,2007.
[2]郭日彩,何长华,李喜来等.输电线路铁塔采用高强钢的应用研究[J].电网技术,第30卷第23期,21-25.
[3]何长华.高强冷弯型钢在输电铁塔上应用可行性的探讨[J].钢结构,2004,19(74):35-37.
[4]ASCE10-1997,Design of Latticed Steel Transmission Structures[S].New York,American Society of Civil Engineers.
[5]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.
[6]中华人民共和国电力行业标准国家经济贸易委员会.架空送电线路杆塔结构设计技术规定(L/T5154-2002)[S].中国电力出版社.
[7]单面连接的单角钢单圆钢杆件的稳定性[J].冶金建筑设计标准规范工作动态专辑(钢结构部分).1977:56-58.
[8]沈祖炎,胡学仁.单角钢压杆的稳定计算[J].同济大学学报,1982,10(3):56-71.
[9]陈绍蕃.角钢、剖分T型钢压杆的弯扭屈曲[J].钢结构,2000(4):47-49.
[10]陈绍蕃.单边连接单角钢压杆的计算与构造[J].建筑科学与工程学报,2008年第2期:72-78.
[11]郭兵.单角钢压杆的屈曲及稳定计算[J].建筑结构学报,2004(6):108-111.
[12]曹磊,王小平,蒋沧如.单面螺栓连接的等边单角钢压杆稳定问题讨论[J].钢结构.2000(4):50-52.
[13]李开禧,肖允徽.逆算单元长度法计算单轴失稳钢压杆的临界力[J].重庆建筑工程学院学报,No.4,26-29,1982.
[14]李开禧,肖允徽,饶晓峰等.钢压杆的柱子曲线[J].重庆建筑工程学院学报[J].NO.1,24-33,1985.
[15]宇佐美勉、Galambs TV.受约束的双轴弯曲单角钢压杆的承载力.土木学会论文报告集[M].1971年7月:31-44.
[16]Elgaaly et al.Behavior of single-angle-compression members[J].J.Struct.Engrg.117(12).1991:3720-3741.
[17]Temple M.C and Sakla S.S.S.Single-angle compression members welded-by one leg to a gusset plate.Ⅰ.Experimental study[J].Can.J.Civ.25,1998: 569-584.
[18]Temple M.C and Sakla S.S.S.Single-angle compression members welded by one leg to a gusset plate.Ⅱ.A parametric study and design equation[J].Can.J.Civ.25,1998:585-594.
[19]Popovie D,Hancock GJ,Rasmussen K H R.Compression Tests on Cold-Formed Angles Loaded Parallel with a Leg[J].J.Struct.Eng.,ASCE,2001,127(6):600-607.
[20]Charles G Culver,(1966) "Exact Solution of the Biaxial Bending Equations."[J].J.Struct.Division,ASCE.63-83.
[21]Sherief S S Sakla.Neural Network Modeling of the Load-Carrying Capacity of Eccentiacally Load Single-Angle Struts[J].J.Construct Steel Research,2004,50:965-987.
[22]Woolcock ST.and Kitipomchai S.The design of single angle struts[J].Steel Construction,14(4).1980:2-23.
[23]Mengelkoch NS,Yura JA.Single-angle compression members loaded through one leg[C].Proceedings,Annual Stability Conference SSRC,2002:201-218.
[24]赵庆斌.送电铁塔单角钢受压极限承载力研究[D].西南交通大学硕士论文,成都,2004.
[25]ANSYS非线性分析指南[M].ANSYS中国,北京,2001.
[26]陈骥,钢结构稳定理论与设计(第三版)[M].科学出版社,2006.
[27]王国周.钢结构残余应力分布的若干特点[J],冶金建筑,No.8:31-35,1981.
[28]AISN INC,2000.Load and Resistance Factor Design Specification for Single-Angle Members[S].Chicago.
[29]Timoshenko,S.Eand Gere,J.M..中译本:弹性稳定理论(第二版)[M].科学出版社,1965.
[30]Lutz,L.A."Critical Slenderness of Compression Members with Effective Lengths About Nonprincipal Axes,"Structural Stability Research Council,Annual Technical Session Proceedings,1992,Apr.6-7,Pittsburgh,PA.
[31]Lutz LA.Effective Slenderness Approach for Evaluating Single Angle ComPression struts[C].Proceedings,annual technical session and meeting SSRC,2003:35-51.
[32]C.J.Earls,Effects of material property stratification and residual stresses on single angle flexural ductility[J].Journal of Constructional Steel Research 51(1999):147-175.
[33]C.J.Earls,On the notion of effective length for single angle geometric axis exure[J].Joumal of Constructional Steel Research 58(2002):1195-1210
[34]Christopher J.Earls,Single angle geometric axis flexure Ⅱ.Design recommendations[J].Joumal of Constructional Steel Research 57(2001):623-646
[35]Dan Popovic,Gregory J.Hancock,Kim J.R.Rasmussen,COMPRESSION TESTS OF DURAGAL ANGLES LOADED PARALLEL WITH A LEG.Department of Civil Engineering The University of Sydney.Sydney,AUSTRALIA,2000.
[36]Galambos TV(ed.).Guide to stability design criteria for metal structures.5~(th)ed.[M].John Wiley&Sons,New York,1998.
[37]EN 1993-1-5:2006.Eurocode3-Design of steel structures[S].Part1-5 Plated structural element.
[38]沈祖炎.单角钢单面连接时的承载力计算[J].钢结构1991年第1期:18-24.
[39]康强文,童根树.单肢连接的单角钢压杆承载力分析[J].钢结构,2006年第2期:7-11.
[40]康强文.单肢连接的单角钢压杆承载能力分析[D],浙江大学硕士论文,2005年8月.
[41]陈绍蕃.钢结构设计原理(第三版)[M].科学出版社,2005.
[42]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[J].冶金建筑,No.10,15-22,1981.
[43]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[J].冶金建筑,No.9,15-19,1981.
[44]饶芝英,童根树.T型截面轴压杆的腹板的局部稳定性计算[J].建筑结构.2001年第12期:27-29.
[45]杨德茂,Gregory J.HANCOCK.G550高强钢构件的受压稳定[J].建筑钢结构进展.第9卷第3期,2007(6):12-25.
[46]李峰,邓洪洲,唐国安等.输电铁塔设计中角钢构件稳定计算问题的讨论[J].特种结构,第23卷第2期,2006(6):4-7.
[47]沈祖炎,李元齐,王磊等.屈服强度550MPa高强冷弯薄壁型钢结构轴心受压构件可靠度分析[J].建筑结构学报,第27卷第3期,2006(6): 27-33.
[48]Bleish.F.Buckling Strength of Metal Structures[M].McGraw.Hill 1952.中译本,金属结构的屈曲强度[M].北京,科学出版社.1965.
[49]白润波、曹平周、曹茂森等.基于优化—反分析法的接触刚度因子的确定[J].建筑科学,Vol.24,No.1,46-49,2008.
[50]许丕元.梁柱螺栓连接中接触摩擦机理及有限元分析[J].哈尔滨商业大学学报(自然科学版)第24卷第2期,2008(4):237-239.
[51]王春寒.在ANSYS软件中高强螺栓预紧力的施加方法[J].四川建筑,第26卷第1期,2006(2):140-141.
[52]龚曙光、谢桂兰.ANSYS操作命令与参数化编程[M].机械工业出版社,2004.
[53]任辉启.ANSYS7.0工程分析实例详解[M].人民邮件出版社,北京,2003.
[54]王新敏.ANSYS工程结构数值分析[M].人民交通出版社,2007.
[55]博弈创作室.ANSYS9.0经典产品基础教程与实例详解[M].中国水利水电出版社,2006.
[56]盛和太、喻海良、范训益.ANSYS有限元原理与工程应用实例大全[M].清华大学出版社,2006.
[57]Saeed Moaveni著,王崧等译.有限元分析—ANSYS理论与应用(第二版)[M].电子工业出版社.
[58]ANSYS,Inc:ANSYS Help,SAS IP.INC,2000.
[59]ANSYS高级技术分析指南[M].ANSYS中国,北京,2001.1.
[60]朱伯芳.有限单元法原理与应用[MI.中国水利水电出版社,第二版,1998,10.
[61]中华人民共和国建设部.钢结构高强度螺栓连接的设计、施工及验收规程(JGJ 82-91)[S].中国建筑工业出版社,1991.
[62]中华人民共和国国家质量技术监督局.钢及钢产品力学性能试验取样位置及试样制备(GB/T2975-98)[S].1998.
[63]中华人民共和国国家质量监督检验检疫总局.金属材料室温拉伸试验方法(GB/T228-2002)[S].中国标准出版社,2002.
