冷弯薄壁型钢矩形截面滞回性能研究
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摘要
冷弯薄壁型钢构件可以加工成多种经济截面形式,受力性能较好,承载力较高,整体刚度较大,而且易于加工、制作简单,运输、安装方便,易于工业化,在轻钢龙骨住宅等结构中大量应用。但是目前冷弯薄壁型钢构件的研究还集中在静力研究,对此类构件在循环荷载下的滞回性能和抗震能力研究还很少,对冷弯薄壁型钢构件进行抗震性能进行研究具有重要的工程意义。
首先,基于稳定理论和双重非线性有限元方法,以ANSYS软件为工作平台,本文采用Shell 181板壳单元建立了冷弯薄壁型钢构件的有限元分析模型,该模型可以方便考虑初始缺陷和残余应力的影响。
其次,本文对轴压和剪切荷载作用下的冷弯薄壁型钢构件进行了全过程的参数分析。根据计算获得的荷载位移曲线、弹性承载力、极限承载力、构件变形、塑性发展等,分析了腹板宽厚比、翼缘宽厚比、长细比等参数对其稳定性能的影响。
第三,本文讨论了循环荷载作用下冷弯薄壁型钢构件的稳定性能。从滞回曲线、局部屈曲、耗能、骨架曲线、位移延性系数、极限承载力等角度,对比分析了初始缺陷、残余应力、腹板宽厚比、翼缘宽厚比、长细比、轴压比等对构件的循环稳定性能的影响。
最后,本文完成了6个冷弯薄壁矩形截面构件的滞回性能试验和4个冷弯薄壁矩形截面构件的静力试验。从破坏现象、滞回曲线、局部屈曲、耗能、骨架曲线、位移延性系数、极限承载力等角度,对比分析了轴力、腹板宽厚比、翼缘宽厚比、楔率、初始缺陷等因素对其稳定性能的影响；通过对试验试件破坏机理的分析,获得了对此类构件的工程设计富有意义的结论和建议。
All kinds of economical cross-section configurations of the cold-formed thin-wall steel(CFS) members can be produced by cold-forming operations,and consequently favorable section shape can be obtained.Besides,CFS members can be prone to process,transport,install and industialize.At present,CFS members have been widely utilized as principle structural members in low-rise light-gauge steel framed residences.However,research on CFS members is mainly focused on the range of static performacnce,and the hysteretic behavior of CFS members has not been researched deeply. To explore the feasibility of light-gauge steel framed residences in seismic fortified areas, the researches for the hysteretic behavior of CFS members has great technical and economic significance.
Above all, based on stability theory and nonlinear finite element (FE) method, ANSYS finite element models (FEM) are presented, which introduce shell 181 and take geometric and material nonlinear into account. In the process of FE analysis, influence of initial imperfection can be conveniently considered.
Secondly, Interactive buckling whole process parameter analysis of CFS members under axial compressure or shear load has been performed. According to load-displacement curves, elastic load-carrying capacity, ultimate load-carrying capacity, the deformation of members, the development of plasticity etc. calculated by ANSYS, influence of some parameters like web slenderness ration, flange slenderness ratio, member slenderness ratio on the buckling behaviors of members has been analyzed under axial compressure or shear load.
Thirdly, the buckling behaviors of CFS members under cyclic loading are analyzed mainly. Testing phenomenon, hysteresis loop, local buckling, energy dissipation, skeleton curve, displacement ductility coefficient, ultimate load-carrying capacity are focused on. According to the test results, influence of some parameters like pressure, web and flange slenderness ratio and initial imperfection etc. on the buckling behaviors of members has been analyzed. Considering combined stable load-carrying capacity and ductility, the limit of web width-to-thickness ratio has presented.
In the end, six specimens of CFS rectangle-section steel columns have been tested under cyclic loading, four specimens of CFS rectangle-section steel columns have been tested under monotonic static loading, in which, testing phenomenon, hysteresis loop, local buckling, energy dissipation, skeleton curve, displacement ductility coefficient, ultimate load-carrying capacity are focused on. According to the test results, influence of some parameters like pressure, web and flange slenderness ratio, web tapering ratio and initial imperfection etc. on the buckling behaviors of members has been analyzed. Failure mechanism has been analyzed. Some conclusions and suggestions are given.
首先,基于稳定理论和双重非线性有限元方法,以ANSYS软件为工作平台,本文采用Shell 181板壳单元建立了冷弯薄壁型钢构件的有限元分析模型,该模型可以方便考虑初始缺陷和残余应力的影响。
其次,本文对轴压和剪切荷载作用下的冷弯薄壁型钢构件进行了全过程的参数分析。根据计算获得的荷载位移曲线、弹性承载力、极限承载力、构件变形、塑性发展等,分析了腹板宽厚比、翼缘宽厚比、长细比等参数对其稳定性能的影响。
第三,本文讨论了循环荷载作用下冷弯薄壁型钢构件的稳定性能。从滞回曲线、局部屈曲、耗能、骨架曲线、位移延性系数、极限承载力等角度,对比分析了初始缺陷、残余应力、腹板宽厚比、翼缘宽厚比、长细比、轴压比等对构件的循环稳定性能的影响。
最后,本文完成了6个冷弯薄壁矩形截面构件的滞回性能试验和4个冷弯薄壁矩形截面构件的静力试验。从破坏现象、滞回曲线、局部屈曲、耗能、骨架曲线、位移延性系数、极限承载力等角度,对比分析了轴力、腹板宽厚比、翼缘宽厚比、楔率、初始缺陷等因素对其稳定性能的影响；通过对试验试件破坏机理的分析,获得了对此类构件的工程设计富有意义的结论和建议。
All kinds of economical cross-section configurations of the cold-formed thin-wall steel(CFS) members can be produced by cold-forming operations,and consequently favorable section shape can be obtained.Besides,CFS members can be prone to process,transport,install and industialize.At present,CFS members have been widely utilized as principle structural members in low-rise light-gauge steel framed residences.However,research on CFS members is mainly focused on the range of static performacnce,and the hysteretic behavior of CFS members has not been researched deeply. To explore the feasibility of light-gauge steel framed residences in seismic fortified areas, the researches for the hysteretic behavior of CFS members has great technical and economic significance.
Above all, based on stability theory and nonlinear finite element (FE) method, ANSYS finite element models (FEM) are presented, which introduce shell 181 and take geometric and material nonlinear into account. In the process of FE analysis, influence of initial imperfection can be conveniently considered.
Secondly, Interactive buckling whole process parameter analysis of CFS members under axial compressure or shear load has been performed. According to load-displacement curves, elastic load-carrying capacity, ultimate load-carrying capacity, the deformation of members, the development of plasticity etc. calculated by ANSYS, influence of some parameters like web slenderness ration, flange slenderness ratio, member slenderness ratio on the buckling behaviors of members has been analyzed under axial compressure or shear load.
Thirdly, the buckling behaviors of CFS members under cyclic loading are analyzed mainly. Testing phenomenon, hysteresis loop, local buckling, energy dissipation, skeleton curve, displacement ductility coefficient, ultimate load-carrying capacity are focused on. According to the test results, influence of some parameters like pressure, web and flange slenderness ratio and initial imperfection etc. on the buckling behaviors of members has been analyzed. Considering combined stable load-carrying capacity and ductility, the limit of web width-to-thickness ratio has presented.
In the end, six specimens of CFS rectangle-section steel columns have been tested under cyclic loading, four specimens of CFS rectangle-section steel columns have been tested under monotonic static loading, in which, testing phenomenon, hysteresis loop, local buckling, energy dissipation, skeleton curve, displacement ductility coefficient, ultimate load-carrying capacity are focused on. According to the test results, influence of some parameters like pressure, web and flange slenderness ratio, web tapering ratio and initial imperfection etc. on the buckling behaviors of members has been analyzed. Failure mechanism has been analyzed. Some conclusions and suggestions are given.
引文
[1]金昌成.冷成型钢的冷作强化及其利用.[J].建筑结构学报,1994,Vol.15(2)：43-51.
[2]王世纪.局部封闭和开口薄壁压弯构件的弯扭屈曲.建筑结构学报,1993,14(5)：596-67
[3]郭彦林.冷弯薄壁槽钢截面柱局部与整体相关1曲.[J].建筑结构学报,1992,Vol.13(1)：5359.
[4]郭彦林.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,Vol.24(1)：2331.
[5]李国强等,钢柱的空间弹塑性单元刚度方程,同济大学学报[[J].1994.Vol.22 No.4
[6]陈以一,沈祖炎等.反复变动轴力作用下钢柱的数值分析模型[J].同济大学学报,1994,22(4)：499-503.
[7]陈以一反复位移中钢结构的弹塑性稳定问题[A].那向谦,沈祖炎主编。结构工程学研究现状,同济大学出版社,1995.
[8]陈以一,沈祖炎.灾难性荷载作用下钢结构承载力损伤的数值模拟[[J].同济大学出版社,1996.
[9]陈以一,周锋,陈城.宽肢薄腹钢柱的滞回性能[[J].世界地震工程,2000,33(5)：13-18.
[10]周锋.宽肢薄腹钢柱滞回性能的试验研究与数值分析[D].上海：同济大学,2002.3.
[11]苏明周,顾强,宋振森.箱形截面钢短柱在拉压循环荷载作用下的滞回性能和翼缘宽厚比限值[J].土木工程学报,2000,33(5)：13-18.
[12]苏明周,顾强,郭兵.箱形截面钢压弯构件受循环弯矩作用的试验研究和理论分析[[J],建筑结构学报,2001,22(4)：9-16.
[13]顾强,苏明周局部屈曲对方管截面柱拉压滞回性能的影响,苏州城建环保学院院报,2002,15(3)：l-5.
[14]郑宏,俞茂宏.板件宽厚比对高层钢结构压弯构件滞回性能的影响[[J].东南人学学报,2003,33(4)：517-521.
[15]郑宏,俞茂宏.循环荷载h钢压弯构件的长细比限值[[J].长安大学学报,2003,23(4)：28-33.
[16]郑宏.钢构件非线性稳定[D].科学出版社,2002.8.
[17]胡兆同.压弯钢构件在循环荷载作用下的非线性弯扭相关屈曲[D].西安：西安建筑科技大学,2001.
[18]胡兆同,顾强.循环荷载作用下偏心受压构件的滞回性能研究[[J].建筑结构,2002,32(2)：1013.
[19]胡兆同,顾强.循环荷载作用卜压弯钢构件弹塑性弯扭屈曲的有限单元法[[J].西安公路交通大学学报,2002.21(2)：38-40.
[20]廖芳芳.550MPa高强冷弯薄壁型钢受弯构件受力性能试验与理论研究[D].西安：西安建筑科技大学,2007.
[21]刘艳军.550MPa商强冷奄薄壁型钢轴压构件试验及非线性有限元分析[D].西安：西安建筑科技大学,2007.
[22]杨松岭.550MPa高强冷弯薄壁型钢轴压墙体立柱承载能力试验研究[D].西安：西安建筑科技大学,2007.
[23]李国俊.高强冷弯薄壁型钢方形加劲截面轴压柱直接强度法研究[D].西安：西安建筑科技 大学,2007.
[24]刘翔.高强冷弯薄壁型钢压弯构件承载力设计方法试验研究[D].上海：同济大学,2007.
[25]周喜.圆钢管柱滞回性能分析[D].上海：同济大学,2007.
[26]陆曦.冷成型薄壁C型钢压弯构件滞回性能研究[D].南京：南京工业大学,2006.
[27]汪辉.考虑初始缺陷的中厚壁冷弯钢管柱极限承载力研究[D].武汉：武汉理工大学,2006.
[28]Y.Fukumoto and H.Kusama, Local Instability Tests of Plate Elements Under Cyclic Uniaxial Loading[J], Journal of Structural Engineering,1985,111(5).
[29]Satish Kumar, Tsutomn Usami. An Evolutionary-Degrading Hysteretic Model For Thin-walled Steel Structures.[J] Journal of Structural Engineering.1996, Vol.18(7):504-514.
[30]Chi-Ling Pan, Yu W W. The structural behavior of homogeneous and hybrid stub columns under Dynamic loading conditions.[J]. Thin-walled structures, 1998, Vol.31 (4)::289-303.
[31]Mitant I, et at. Influence of Local Buckling on Cyclic Behavior of Steel Beam-Column[A].Proc.6th WCEE,1997,3175-3180.
[32]Lizhi Jiang, Yoshiaki Goto and Makoto Obata. Hysteretic Modeling of Thin-Walled Circular Steel Columns under Biaxial Bending[J]. Journal of Styructural Engineering,2002, 128(3):319-327.
[33]Balio G.,and Calado L. Steel Bent Sections under Cyclic Loads:Experimental and Numerical Approaches[J]. Corruzioni Metalliche,1986.1.
[34]C.A.Castiglioni and N.Di.Palma. Steel Members under Cyclic Loading; Numerical Modeling and Experimental Verifications[J]. Costruzioni metalliche,1988,6:221-244.
[35]Tsutorriu Usami and H.B. Ge. Cyclic Behavior of Thin-Walled Steel Structures-Numerical Analysis. Thin-walled Steel Structures,1998,32:41-80.
[36]Yoshiaki Goto, Qingyun Wang and Makoto Obata. FEM Analysis for Hysteretic Behavior of Thin-Walled Columns. Journal of Structural Engineering,1998,124(11):1290-1301.
[37]Qingyun Liu, Akira Kasai and Tsutomu Usami. Two Hysteretic Models for Thin-Walled Pipe-section Steel Bridge Piers[J]. Engineering Structures,2001,23.
[38]Alper Ucak and Panos Tsopelas. A new Innovative Design Concept: Thin-Walled Corrugated Steel Columns[A]. Eiqing liu Fuh-Gwo Yuan and Peter C.Chang. Proceedingsof the 3 rd International Conference on Earthquake Engineering[C]. Nanjing P.R.China:Ingellectual Property Publishing House and China Water Power Press, 2004:566-571.
[39]E.Watanable et al., Modeling of hysteretic behavior of thin-walled box members. Stability and ductility of steel structures under cyclic loading. Edited by Y.Fukumoto and G.C.Lee,CRCpress.,225-235-1992.
[40]Tetsuhiko Alki, M.ASCE, and K.A.S. Susantha, M.ASCE. Seismic Performance of Rectangular-Shaped Steel Piers under Cyclic Loading[J]. Journal of Sgructural Engineering, 2005.2.
[41]J.M. Goggins, B.M.Broderick, A.Y.Elaghazouli, A.S.Lucas. Behaviour of tubular steel members under cyclic axial loading[J]. Journal of Constructional Steel Research,2005.4.
[42]M.K. Chryssanthopoulos, Y.M.Low. A method for prediction the flexural response of tubular members with non-linear stress-strain characteristics. Journal of Constructional Steel Research,2001.7.
[43]Satish Kumar and Tsutomu Usami. An evolutionary-degrading hysteretic model for thin-walled steel structures. Engineering Structures.1996. Vol.18,No.7.
[44]Mohamed Elchalakan, Xiao-Ling Zhao,and Raphael Grzebieta. Cyclic Bending Tests to Determine Fully Ductile Section Slenderness Limets for Cold-Formed Circular Hollow Sections[J]. Journal of Structural Engineering,2004.7.
[2]王世纪.局部封闭和开口薄壁压弯构件的弯扭屈曲.建筑结构学报,1993,14(5)：596-67
[3]郭彦林.冷弯薄壁槽钢截面柱局部与整体相关1曲.[J].建筑结构学报,1992,Vol.13(1)：5359.
[4]郭彦林.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,Vol.24(1)：2331.
[5]李国强等,钢柱的空间弹塑性单元刚度方程,同济大学学报[[J].1994.Vol.22 No.4
[6]陈以一,沈祖炎等.反复变动轴力作用下钢柱的数值分析模型[J].同济大学学报,1994,22(4)：499-503.
[7]陈以一反复位移中钢结构的弹塑性稳定问题[A].那向谦,沈祖炎主编。结构工程学研究现状,同济大学出版社,1995.
[8]陈以一,沈祖炎.灾难性荷载作用下钢结构承载力损伤的数值模拟[[J].同济大学出版社,1996.
[9]陈以一,周锋,陈城.宽肢薄腹钢柱的滞回性能[[J].世界地震工程,2000,33(5)：13-18.
[10]周锋.宽肢薄腹钢柱滞回性能的试验研究与数值分析[D].上海：同济大学,2002.3.
[11]苏明周,顾强,宋振森.箱形截面钢短柱在拉压循环荷载作用下的滞回性能和翼缘宽厚比限值[J].土木工程学报,2000,33(5)：13-18.
[12]苏明周,顾强,郭兵.箱形截面钢压弯构件受循环弯矩作用的试验研究和理论分析[[J],建筑结构学报,2001,22(4)：9-16.
[13]顾强,苏明周局部屈曲对方管截面柱拉压滞回性能的影响,苏州城建环保学院院报,2002,15(3)：l-5.
[14]郑宏,俞茂宏.板件宽厚比对高层钢结构压弯构件滞回性能的影响[[J].东南人学学报,2003,33(4)：517-521.
[15]郑宏,俞茂宏.循环荷载h钢压弯构件的长细比限值[[J].长安大学学报,2003,23(4)：28-33.
[16]郑宏.钢构件非线性稳定[D].科学出版社,2002.8.
[17]胡兆同.压弯钢构件在循环荷载作用下的非线性弯扭相关屈曲[D].西安：西安建筑科技大学,2001.
[18]胡兆同,顾强.循环荷载作用下偏心受压构件的滞回性能研究[[J].建筑结构,2002,32(2)：1013.
[19]胡兆同,顾强.循环荷载作用卜压弯钢构件弹塑性弯扭屈曲的有限单元法[[J].西安公路交通大学学报,2002.21(2)：38-40.
[20]廖芳芳.550MPa高强冷弯薄壁型钢受弯构件受力性能试验与理论研究[D].西安：西安建筑科技大学,2007.
[21]刘艳军.550MPa商强冷奄薄壁型钢轴压构件试验及非线性有限元分析[D].西安：西安建筑科技大学,2007.
[22]杨松岭.550MPa高强冷弯薄壁型钢轴压墙体立柱承载能力试验研究[D].西安：西安建筑科技大学,2007.
[23]李国俊.高强冷弯薄壁型钢方形加劲截面轴压柱直接强度法研究[D].西安：西安建筑科技 大学,2007.
[24]刘翔.高强冷弯薄壁型钢压弯构件承载力设计方法试验研究[D].上海：同济大学,2007.
[25]周喜.圆钢管柱滞回性能分析[D].上海：同济大学,2007.
[26]陆曦.冷成型薄壁C型钢压弯构件滞回性能研究[D].南京：南京工业大学,2006.
[27]汪辉.考虑初始缺陷的中厚壁冷弯钢管柱极限承载力研究[D].武汉：武汉理工大学,2006.
[28]Y.Fukumoto and H.Kusama, Local Instability Tests of Plate Elements Under Cyclic Uniaxial Loading[J], Journal of Structural Engineering,1985,111(5).
[29]Satish Kumar, Tsutomn Usami. An Evolutionary-Degrading Hysteretic Model For Thin-walled Steel Structures.[J] Journal of Structural Engineering.1996, Vol.18(7):504-514.
[30]Chi-Ling Pan, Yu W W. The structural behavior of homogeneous and hybrid stub columns under Dynamic loading conditions.[J]. Thin-walled structures, 1998, Vol.31 (4)::289-303.
[31]Mitant I, et at. Influence of Local Buckling on Cyclic Behavior of Steel Beam-Column[A].Proc.6th WCEE,1997,3175-3180.
[32]Lizhi Jiang, Yoshiaki Goto and Makoto Obata. Hysteretic Modeling of Thin-Walled Circular Steel Columns under Biaxial Bending[J]. Journal of Styructural Engineering,2002, 128(3):319-327.
[33]Balio G.,and Calado L. Steel Bent Sections under Cyclic Loads:Experimental and Numerical Approaches[J]. Corruzioni Metalliche,1986.1.
[34]C.A.Castiglioni and N.Di.Palma. Steel Members under Cyclic Loading; Numerical Modeling and Experimental Verifications[J]. Costruzioni metalliche,1988,6:221-244.
[35]Tsutorriu Usami and H.B. Ge. Cyclic Behavior of Thin-Walled Steel Structures-Numerical Analysis. Thin-walled Steel Structures,1998,32:41-80.
[36]Yoshiaki Goto, Qingyun Wang and Makoto Obata. FEM Analysis for Hysteretic Behavior of Thin-Walled Columns. Journal of Structural Engineering,1998,124(11):1290-1301.
[37]Qingyun Liu, Akira Kasai and Tsutomu Usami. Two Hysteretic Models for Thin-Walled Pipe-section Steel Bridge Piers[J]. Engineering Structures,2001,23.
[38]Alper Ucak and Panos Tsopelas. A new Innovative Design Concept: Thin-Walled Corrugated Steel Columns[A]. Eiqing liu Fuh-Gwo Yuan and Peter C.Chang. Proceedingsof the 3 rd International Conference on Earthquake Engineering[C]. Nanjing P.R.China:Ingellectual Property Publishing House and China Water Power Press, 2004:566-571.
[39]E.Watanable et al., Modeling of hysteretic behavior of thin-walled box members. Stability and ductility of steel structures under cyclic loading. Edited by Y.Fukumoto and G.C.Lee,CRCpress.,225-235-1992.
[40]Tetsuhiko Alki, M.ASCE, and K.A.S. Susantha, M.ASCE. Seismic Performance of Rectangular-Shaped Steel Piers under Cyclic Loading[J]. Journal of Sgructural Engineering, 2005.2.
[41]J.M. Goggins, B.M.Broderick, A.Y.Elaghazouli, A.S.Lucas. Behaviour of tubular steel members under cyclic axial loading[J]. Journal of Constructional Steel Research,2005.4.
[42]M.K. Chryssanthopoulos, Y.M.Low. A method for prediction the flexural response of tubular members with non-linear stress-strain characteristics. Journal of Constructional Steel Research,2001.7.
[43]Satish Kumar and Tsutomu Usami. An evolutionary-degrading hysteretic model for thin-walled steel structures. Engineering Structures.1996. Vol.18,No.7.
[44]Mohamed Elchalakan, Xiao-Ling Zhao,and Raphael Grzebieta. Cyclic Bending Tests to Determine Fully Ductile Section Slenderness Limets for Cold-Formed Circular Hollow Sections[J]. Journal of Structural Engineering,2004.7.