箱形截面构件相关稳定承载力及滞回性能研究
|
摘要
由于良好的受力性能和方便的梁柱节点构造,箱形截面柱在钢框架结构体系中得到了广泛的应用。对于多层钢框架结构,如果能够在设计中适当放宽框架柱的壁板宽厚比限值将能够有效地减少结构用钢量,从而更有利于这种结构体系的推广。但现行的钢结构设计规范没有给出相应的设计方法。
利用弹塑性三维大挠度板壳有限元方法,本文对箱形截面构件及采用箱形截面构件的多层钢框架进行了系统研究,揭示了其在发生壁板局部失稳时的受力性能。研究过程中考虑了焊接残余应力、构件初弯曲以及壁板的初始缺陷对构件稳定极限承载性能的影响。
本文首先分别对承受轴心压力、纯弯曲以及同时承受轴心压力和弯矩的箱形截面短柱和长柱进行了系统的参数研究。研究了构件的壁板宽厚比(D/t)、截面边长比(B/D)以及长细比(λ)对其稳定极限承载性能的影响。在大量数值分析的基础上,彻底抛弃了“有效宽度”的概念,提出了直接以构件三个几何参数为自变量的稳定承载力计算公式。公式统一了利用壁板屈曲后强度与不考虑壁板屈曲后强度的两种设计方法,大大简化了设计程序。
研究了箱形截面构件的非弹性等效弯矩系数并比较了其与弹性等效弯矩系数以及现行钢结构设计规范简化计算公式的区别。
研究了使用箱形截面框架柱的钢框架静力稳定极限承载性能。分析了框架柱壁板宽厚比(D/t)对钢框架承载能力以及破坏机理的影响。
对箱形截面构件在轴向拉压、常轴力循环弯矩作用下的滞回性能进行了研究。分析了构件的壁板宽厚比(D/t)、截面边长比(B/D)、长细比(λ)以及轴向荷载水平(N/Nu)对构件滞回性能的影响。在系统研究的基础上,对箱形截面构件的滞回性能进行了评估。评估结果表明,在抗震设防烈度较低或者非抗震设防地区,在严格控制框架柱轴向荷载水平的情况下,可以适当放宽框架柱的壁板宽厚比限值。
本文最后通过几个典型的算例对现有的三类钢框架设计方法即计算长度系数法、二阶弹性分析方法和二阶弹塑性分析方法进行了分析、比较及评价。
Box-section beam-column is used more and more widely because of its goodload-carrying capacity. The Chinese Code for Design of Steel Structures(GB50017-2003) has not proposed a detailed method in the design of box-sectionbeam-column considering plate local buckling. For a multi-storey steel frame, thedesign can save a great amount of consumed steel if local buckling of plates formingbox section is permitted. But the present specification did not propose thecorresponding design method.
A 4 nodes and 24 DOFs shell element provided by ANSYS software package isemployed to investigate the influence of component plates' local buckling on theultimate load-carrying behavior of box-section beam-column. The influence of largedisplacement and elastic-plastic material, residual stress and initial imperfection arealso incorporated into the analysis.
A detailed parameter study on the box-section beam-column subject to the axialcompressive force, pure bending and both the axial compression and end moments iscarried out to review the effect of component plates' width to thickness ratio (D/t),section aspect ratio (B/D) and member's slenderness ratio. Based on numbers ofnumerical results, design formulas that are expressed directly as the function of widthto thickness ratio (D/t), section aspect ratio (B/D) and member's slenderness ratio (λ)are proposed.
The nonlinear effective moment factor is researched, and a comparison of theelastic effective moment factor with the results from current Chinese steel structuredesign code is made , respectively.
The ultimate load-carrying capacity of steel frame is researched, and the effect ofcomponent plates' local buckling on the frame's load-carrying capacity and failuremode is reviewed.
The hysteretic behavior of box-section beam-column subject to cyclic axial load
and a combination of the constant axial compressive force and cyclic moment isresearched. The influence of component plates' width to thickness ratio (D/t), sectionaspect ratio (B/D), member's slenderness ratio (λ) and the amount of axialcompressive force is studied detailedly. Based on the evaluation of members'hysteretic behavior, some design suggestions are presented.The effective length factor method, second order elastic analysis method andsecond order elastic-plastic analysis method are used in the design of six typicalframes individually. Based on the comparison of calculation results, an evaluation ismade to the precision of the above methods.
利用弹塑性三维大挠度板壳有限元方法,本文对箱形截面构件及采用箱形截面构件的多层钢框架进行了系统研究,揭示了其在发生壁板局部失稳时的受力性能。研究过程中考虑了焊接残余应力、构件初弯曲以及壁板的初始缺陷对构件稳定极限承载性能的影响。
本文首先分别对承受轴心压力、纯弯曲以及同时承受轴心压力和弯矩的箱形截面短柱和长柱进行了系统的参数研究。研究了构件的壁板宽厚比(D/t)、截面边长比(B/D)以及长细比(λ)对其稳定极限承载性能的影响。在大量数值分析的基础上,彻底抛弃了“有效宽度”的概念,提出了直接以构件三个几何参数为自变量的稳定承载力计算公式。公式统一了利用壁板屈曲后强度与不考虑壁板屈曲后强度的两种设计方法,大大简化了设计程序。
研究了箱形截面构件的非弹性等效弯矩系数并比较了其与弹性等效弯矩系数以及现行钢结构设计规范简化计算公式的区别。
研究了使用箱形截面框架柱的钢框架静力稳定极限承载性能。分析了框架柱壁板宽厚比(D/t)对钢框架承载能力以及破坏机理的影响。
对箱形截面构件在轴向拉压、常轴力循环弯矩作用下的滞回性能进行了研究。分析了构件的壁板宽厚比(D/t)、截面边长比(B/D)、长细比(λ)以及轴向荷载水平(N/Nu)对构件滞回性能的影响。在系统研究的基础上,对箱形截面构件的滞回性能进行了评估。评估结果表明,在抗震设防烈度较低或者非抗震设防地区,在严格控制框架柱轴向荷载水平的情况下,可以适当放宽框架柱的壁板宽厚比限值。
本文最后通过几个典型的算例对现有的三类钢框架设计方法即计算长度系数法、二阶弹性分析方法和二阶弹塑性分析方法进行了分析、比较及评价。
Box-section beam-column is used more and more widely because of its goodload-carrying capacity. The Chinese Code for Design of Steel Structures(GB50017-2003) has not proposed a detailed method in the design of box-sectionbeam-column considering plate local buckling. For a multi-storey steel frame, thedesign can save a great amount of consumed steel if local buckling of plates formingbox section is permitted. But the present specification did not propose thecorresponding design method.
A 4 nodes and 24 DOFs shell element provided by ANSYS software package isemployed to investigate the influence of component plates' local buckling on theultimate load-carrying behavior of box-section beam-column. The influence of largedisplacement and elastic-plastic material, residual stress and initial imperfection arealso incorporated into the analysis.
A detailed parameter study on the box-section beam-column subject to the axialcompressive force, pure bending and both the axial compression and end moments iscarried out to review the effect of component plates' width to thickness ratio (D/t),section aspect ratio (B/D) and member's slenderness ratio. Based on numbers ofnumerical results, design formulas that are expressed directly as the function of widthto thickness ratio (D/t), section aspect ratio (B/D) and member's slenderness ratio (λ)are proposed.
The nonlinear effective moment factor is researched, and a comparison of theelastic effective moment factor with the results from current Chinese steel structuredesign code is made , respectively.
The ultimate load-carrying capacity of steel frame is researched, and the effect ofcomponent plates' local buckling on the frame's load-carrying capacity and failuremode is reviewed.
The hysteretic behavior of box-section beam-column subject to cyclic axial load
and a combination of the constant axial compressive force and cyclic moment isresearched. The influence of component plates' width to thickness ratio (D/t), sectionaspect ratio (B/D), member's slenderness ratio (λ) and the amount of axialcompressive force is studied detailedly. Based on the evaluation of members'hysteretic behavior, some design suggestions are presented.The effective length factor method, second order elastic analysis method andsecond order elastic-plastic analysis method are used in the design of six typicalframes individually. Based on the comparison of calculation results, an evaluation ismade to the precision of the above methods.
引文
[1] 中华人民共和国建设部,中华人民共和国国家质量监督检验检疫总局. GB50017-2003. 钢结构设计规范. 北京:中国计划出版社,2003-4-25
[2] 中华人民共和国建设部. JGJ99-98. 高层民用建筑钢结构技术规程. 北京:中国建筑工业出版社,1998-12-1
[3] 何保康. 轴心压杆局部稳定试验研究. 西安冶金建筑学院学报,1985,4
[4] Bijlaard, P. P., and Fisher, G. P.. Interaction of column and local buckling in compression members. NACA T.N. 2640, 1952
[5] Bijlaard, P. P., and Fisher, G. P.. Column strength of H-sections and square tubes in the post-buckling range of the component plates. NACA T.N. 2994, 1953
[6] G.. H. Little. the strength of square steel box columns-design curves and their theoretical basis. the Structural Engineer, 1979, 57A(2): 49-61
[7] Tsutomu Usami, Yubshi Fukumoto. Local and Overall Buckling of Welded Box Columns. Journal of the Structural Division, 1982, 108(ST3): 525-543
[8] 王辅,吴惠弼. 考虑残余应力、初弯曲和初偏心影响的焊接方管柱强度. 工程力学,1985,2(3):62-72
[9] 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. 土木工程学报,1988,21(3):47-57
[10] J. Y. Richard Liew, N. E. Shanmugam, S. L. Leev. Behavior of thin-walled steel box columns under biaxial loading. Journal of Structural Engineering, 1988, 115(12): 3076-3095
[11] Sing-Ping Chiew, Seng-Lip Lee, Nandivaram E. Shanmugam. Experimental Study of Thin-Walled Steel Box Columns. Journal of Structural Engineering, 1987, 113(10) :2208-2221
[12] Nandivaram E. Shanmugam, Sing-ping Chiew, Seng-Lip Lee. Strength of thin-walled square steel box columns. Journal of Structural Engineering, 1987, 113(4):818-831
[13] N. E. Hanmugam, J. Y. Richard Liew, S. L. Lee. Ultimate Strength Design of Biaxially Loaded Steel Box Beam-columns. J. Construct. Steel Research, 1993, 26 :99-123
[14] J. Y. Richard Liew, N. E. Shanmugam, S. L. Lee. Tapered box columns under biaxial Loading. Journal of Structural Engineering, 1989, 115( 7): 1697-1711
[15] N. E. Hanmugam, J. Y. Richard Liew, S. L. Lee. Weld steel box columns under biaxial loading. J. Construct. Steel Research, 1989, 12: 119-139
[16] J. Y. Richard Liew, N. E. Shanmugam, S. L. Lee. Design of thin-plated steel box columns under biaxial loading. J. Construct Steel Research, 1990, 16: 39-70
[17] 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. 工程力学,1990,7(4):1-8
[18] Guo Yan-Lin. Local and Overall Interactive instability of thin-walled box-section columns. J. Construct. Steel Research, 1992, 22: 1-9
[19] Shi Ping Zhou, Wai Fah Chen. Design criteria for box columns under biaxial loading. Journal of structural engineering, 1985, 111(12): 2643-2659
[20] Xiao-Ling Zhao, Gregory J. Hancock. Square and rectangular hollow sections subject to combined actions. Journal of Structural Engineering, 1992, 118(3): 648-669
[21] Xiao-Ling Zhao, Gregory J. Hancock. Square and rectangular hollow sections under transverse end-bearing force. Journal of Structural Engineering, 1995, 121(9): 1323-1329
[22] Siu Lai Chan, Sritawat Kitipornchai, Faris G.. A. AI Bermani. Elasto-plastic analysisi of box-beam-columns including local bucling effects. Journal of Structural Engineering, 1991, 117(7): 1946-1965
[23] Shen Zuyan, Zhang Qilin. Interaction of Local and overall instability of compressed box columns. Journal of Structural Engineering, 1991, 117(11): 3337-3355
[24] 崔鸿超. 日本兵库县南部地区地震震害综述. 建筑结构学报,1996,17(1): 2-13
[25] Y. Fukumoto, H. Kusama. Local insatility tests of plate elements under cyclic uniaxial loading. Journal of Structural Engineering, 1985, 111(5): 1051-1067
[26] E. Watanable et al. Modeling of hysteric behavior of thin-walled box members. Stability and ductility of steel structures under cyclic loading, 1992, Edited by Y. Fjkumoto and G. C. Lee, CRC press., 1992. 249-259.
[27] S. Yamazaki, S. Minami. Inelastic behavior of steel beam-comumns subject to varying axial force and cyclic bending moment. In: T. Usami, eds. Proc. Of the 5th international colloquium on stability and ductility of steel structures. NAGOYA, JAPAN, 1997, 561-568
[28] K. Ohi, Y. Chen, K. Takanashi. An experimental study on inelastic behavior of H-shaped steel beam columns subject to varying axial and lateral load. J. of Struct. Eng., 1996, 42B(AIJ): 421-430
[29] 董永涛. 单向荷载和循环荷载作用下的钢板件及板组的屈曲后性能研究:[博士学位论文]. 哈尔滨:哈尔滨建筑大学,1995
[30] 董永涛,张耀春. 板件在单轴往复荷载作用下非线性屈曲分析的有限元法. 哈尔滨建筑工程学院学报,1994, 27(1): 35-39
[31] 苏明周,顾强,申林. 钢构件在循环大应变作用下的有限元分析. 工程力学,2001,18(4):51-59
[32] 申林,顾强,苏明周. 高层结构钢支撑循环性能的研究和现状. 西安建筑科技大学学报,2000,32(3):213-219
[33] 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智慧性能和翼缘宽厚比限值. 土木工程学报,2000,33(5):13-18
[34] 苏明周,顾强. 箱形截面钢压弯构件的滞回性能和壁板宽厚比限值研究. 建筑结构学报,2000,21(5):41-47
[35] 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.建筑结构学报,2001,22(4):9-16
[36] 顾强,苏明周. 局部屈曲对方管截面柱拉压滞回性能的影响. 苏州城建环保学院学报, 2002,15(3):1-5
[37] Antonio. F. Mateus, Joel A. witz. A parameter study of the post-buckling behavior of steel plate. Engineeering structure, 2001(23): 172-185
[38] Chaboche, J.L.. Equations for Cyclic Plasticity and Cyclic Viscoplasticity. International Journal of Plasticity, 1989, 7: 247-302 .
[39] Chaboche, J.L.. On Some Modifications of Kinematic Hardening to Improve the Description of Ratcheting Effects. International Journal of Plasticity, 1991, 7:661-678
[40] ECCS-TWG 1.3. Recommended testing procedure for assessing the behavior of structural steel element under cyclic loads. TCI. Seismic Design. ECCS Pub., No.45, 1986
[41] 中华人民共和国建设部,中华人民共和国国家质量监督检验检疫总局. GB 50011-2001. 建筑抗震设计规范. 北京:中国建筑工业出版社,2001-7-20
[42] 吴惠弼. 框架柱的计算长度. 钢结构研究论文报告选集(第一册). 全国钢结构标准技术委员会,1982:94-120
[43] 梁启智. 高层建筑结构分析与设计. 广州:华南理工大学出版社,1992
[44] 王金鹏,童根树. 考虑层相互作用的框架柱计算长度. 钢结构,2004,3:62-65
[45] 童根树,王金鹏. 考虑层与层相互支援的框架柱计算长度系数. 建筑钢结构进展, 2004,6:9-14.
[46] 童根树,施祖元等. 计算长度系数的物理意义及对各种钢框架稳定设计方法的评论. 建筑钢结构进展,2004,4:1-8.
[47] 饶芝英,童根树. 钢结构稳定的新诠释. 建筑结构,2002,5:12-14.
[48] 陈绍蕃. 钢结构稳定设计指南. 北京:中国建筑工业出版社,2004
[49] 顾强,陈绍蕃. 厚板焊接箱形截面柱残余应力的试验研究. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 228-232
[50] 陈绍蕃. 钢结构稳定设计的几个基本概念. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 233-239
[51] 郝际平,陈绍蕃. 循环荷载作用下钢结构滞回性能的数值模型. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 247-252
[52] 杨应华,陈绍蕃. 关于钢结构塑性设计的强度折减系数. 见:西安建筑科技大学. 陈 绍蕃论文集. 北京:科学出版社,2004. 176-184
[53] 陈绍蕃. 建筑钢结构在动力荷载作用下的形态. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 185-192
[54] 段炼. 单层空间钢框架模型拟静力循环荷载试验研究. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 169-175
[55] 顾强,陈绍蕃. 厚板焊接柱残余应力的有限元分析. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 257-266
[56] 崔佳,魏明钟等. 钢结构设计规范理解与应用. 北京:中国建筑工业出版社,2004
[57] 陈骥. 钢结构稳定理论与应用. 北京:科学技术文献出版社,1994
[58] 陈绍蕃. 钢结构设计原理. 北京:科学出版社,2001
[59] 陈富生,邱国桦,范重. 高层建筑钢结构设计. 北京:中国建筑工业出版社,2000
[60] 苏明周. 箱形截面钢构件在地震作用下的相关屈曲破坏机理及抗震设计对策.:[博士学位论文]. 西安:西安建筑科技大学,2000
[61] 郭彦林. 中心受压或偏心受压的冷成型薄壁截面柱局部与整体屈曲相关作用的有限条分析及试验研究:[博士学位论文]. 西安:西安冶金建筑学院,1988
[62] 高小旺,龚思礼. 建筑抗震设计规范理解与应用. 北京:中国建筑工业出版社,2002
[63] M. Kotelko, T. H. Lim, J. Rhodes. Post-failure behaviour of box section beams under pure bending (an experimental study). Thin-walled Structures, 2000, 38: 179-194
[64] Kecman D. Bending collapse of rectangular and square tubes. Int J Mech Sci, 1983, 25(9-10):623-636.
[65] Zhao XL, Hancock GJ. A theoretical analysis of the plastic moment capacity of an inclined yield line under axial force. Thin-walled Struct, 1993, 15(3): 23-47
[66] Yan-Lin G., Shao-Fan Chen. Elastic-plastic analysis and experimental study of locally buckled cold-formed thin-walled channel sections. Chinese J. civilEngng, 1990, 23(3): 36-46
[67] Dewolf, J. T.. Local and overall buckling of cold-formed compression members. J.struct. Div., ASCE, 1974, 100(10):2017-36
[68] Hancock, G. J., Interaction buckling in I-section columns. J. Struct. Div., 1981, 107(1): 165-79
[69] Chan, S. L., Kitipornchai, S. Inelastic post-buckling behavior of tubular struts. J. Struct. Engr., ASCE, 114(5):1091-1105
[70] Saleep, A. F. , Chen, W. F. . Elastic-plastic large displacement analysis of pipes. J. Struct. Div., ASCE, 107(4):605-626
[71] Sugimoto, h> , Chen, W. F.. Inelastic post-buckling behavior of tubular members. J. Struct. Engrg. , ASCE, 1985, 11(9):1965-1978
[72] Chan, S. L. , Kitipornchai, S. Geometric Nonlinear analysis of asymmetric thin-walled beam-columns. Engrg. Struct. , 19879(4):243-254
[73] Rrekshanandana U. , Usami T. , Kerasudlki P. . Ultimate strength of eccentrically loaded steel plates and box sections. Computer and Struct. , 1981, 13(4):467-481
[74] Dewolf, J. T., Pekoz T. , Winter G. . Local and overall buckling of cold-formed members. J. Struct. Engrg. Div. , ASCE, 1974, 100(10):2017-2036
[75] Frieze, P. A. .Elasto-plastic buckling in short thin-walled beams and columns. Proc. Instn Civ. Engrs, 1978, 65(2):857-874
[76] Hancock, G. J. , Nonlinear analysis of thin sections in compression. J. of structural Division, ASCE, 1981, 107(ST3):455-471
[77] Nayak, G. C. , Zienkiewicz, O. C. .Elastic-plastic stress analysis, a generalization for various constitutive relations including strain harding, 1972, 5:113-135
[78] Horne M. R.. The elastic-plastic theory of compression members. J. Mech. Phys. Solids, 1956,4:104-120
[79] Usami T. , Fukomoto Y.. Welded box compression members. J. Struct Engng, ASCE. 1984, 110(10):2457-2470
[80] Crisfield M. A.. Full-range analysis of steel plates and stiffened panels under uni-axial compression. Proc. Instn. Civ.Engrs.,1975, 59(2):595-624
[81] HardingJ.E., HobbsR.E.. The elasto-plastic analysisi of imperfect square plates under in-plane loading. Porc. Instn. Civ. Engrs, 1977, 63(2): 137-158
[82] Hauck G. F. , Lee S. L.. Stability of elasto-plastic wide-flange columns. J.struct. Div., ASCE, 1963, 89(6):297-324
[83] Hongladaromp T. , TAeracoop S., Nishino F., Lee S. L.. Ultimate strength of pipe columns with initial curvature. Proceedings, Japanese Society of Civil Engineers, 1972, 208:149-156
[84] Kalyanaraman V., Pekoz T., Winter G.. Unstiffened compression elements. J. Struct. Div., ASCE, 1979, 105(5):813-828
[85] Nishino F., Kanchanalai T., Lee S. L. . ultimate strength of wide flange and box columns. Proc. Colloq. On Centrally compressed Struts, Paris, France, 1972:254-265
[86] Rossow E. C., Barney G. B., Lee S. L. . Ecentrically loaded steel columns with initial curvatures. J. Struct. Div., ASCE, 93(2):339-358
[87] Sherman D. Residual stressed and tubular compression members. J. Struct. Div., ASCE, 97(3):891-905
[88] 陈惠发. 钢框架稳定设计,(周绥平). 上海:世界图书出版公司,1999
[89] Bridge R. Q., Fraser D. J.. Improved G-factor method for evaluating effective lengths of columns. Journal of Structural Engineering, ASCE, 1987, 113(6): 1341-1356
[90] Chen W. F., Atsuta T.. Theroy of Beam-Columnsv. New York: McGRaw-Hill, 1976
[91] Chen W. F., Zhou, S. P.. Cm factor in load and resistance factor design. Journal of the Structural Division, ASCE, 1972, 103(ST10):2005-2019
[92] Clark J. W., Hill H. N.. Lateral buckling of beams. Journal of the structural Division, ASCE, 1960, 127(2): 180-201
[93] Duan L., Chen W. F.. Design Interaction Equations for Box-Beam-Columns. Structural Engineering Report No. CE-STR-88-27, School of Civil Engineering, Purdue University, WEST Lafayette, in.
[94] Duan L., Chen W. F.. Effective length factor for columns in unbraced frames. Journal of Structural Engineering, ASCE, 1989, 115(1): 149-165
[95] Duan L., Sohal I. S., Chen W. F.. On beam-column moment amplification factor. Engineering Journal, AISC, 1989, 26(4):130135
[96] Koo B. Discussion of “Improved G-Factor Method for Evaluating Effective Lengths of Columns, by R. Q. Bridge and D. J. Fraser. Journal of Structural Engineering, ASCE, 1988, 114(12):2828-2830
[97] Russell Q. Bridge, Martin D. O'Shea. Behavior of Thin-Walled steel box sections with or without internal restraint. Journal of Constructional Steel Research, 1991, 47: 73-91
[98] Seung-Eock Kim, Yosuk Kim and Se-Hyu Choi. Nonlinear Analysis of 3-D Steel Frames. Thin-Walled Structure, 2001, 39: 445-461
[99] Theodore V. Galambos, Robert L. Ketter. Columns under combined bending and thrust. Journal of Engineering Mechanics Division, ASCE, 1959, 85(2):1-30
[100] 罗颖. 单、多层钢框架极限承载力的理论和试验研究:[硕士学位论文]. 北京:清华大学土木工程系,2000
[101] 刘小强,吴惠弼. 高层钢框架的非线形分析模型. 工程力学,1993,10(4):42-51
[102] 丁洁明,沈祖炎. 空间钢框架结构的非线形分析. 土木工程学报,1993,10(4):37-45
[103] 舒兴平,沈蒲生. 空间钢框架结果的非线形全过程分析. 工程力学,1997,14(3):36-45
[104] 王文明. 变截面轻型门式钢刚架结构体系的稳定研究. [硕士学位论文] 北京:清华大学土木工程系,1998
[105] 段云岭. 非线形方程组的解法:局部弧长法. 力学学报,1997,29(1):116-121
[106] 郝卫清. 轻型单、多层钢框架结构体系的稳定研究:[硕士学位论文]. 北京:清华大学土木工程系,1999
[107] Donald W. White. Plastic-Hinge Methods for advanced analysis of steel frames. Journal of the Construction Steel Research, 1993, 24:121-152
[108] Ronald D. Ziemian, William McGuire, GREgory G. Deierlien. Inelastic Limit States Design. Part I: planar frame studies. Journal of the structural engineering, ASCE, 1992, 118(9):2532-2549
[109] W. S. King, D. W. White, W. F. Chen. Second order inelastic analysisi methods for steel frame design. Journal of structural Engineering, 1992, 118(2): 408-428
[110] 宋天霞等. 非线形结构有限元计算. 武汉:华中理工大学出版社,1996
[2] 中华人民共和国建设部. JGJ99-98. 高层民用建筑钢结构技术规程. 北京:中国建筑工业出版社,1998-12-1
[3] 何保康. 轴心压杆局部稳定试验研究. 西安冶金建筑学院学报,1985,4
[4] Bijlaard, P. P., and Fisher, G. P.. Interaction of column and local buckling in compression members. NACA T.N. 2640, 1952
[5] Bijlaard, P. P., and Fisher, G. P.. Column strength of H-sections and square tubes in the post-buckling range of the component plates. NACA T.N. 2994, 1953
[6] G.. H. Little. the strength of square steel box columns-design curves and their theoretical basis. the Structural Engineer, 1979, 57A(2): 49-61
[7] Tsutomu Usami, Yubshi Fukumoto. Local and Overall Buckling of Welded Box Columns. Journal of the Structural Division, 1982, 108(ST3): 525-543
[8] 王辅,吴惠弼. 考虑残余应力、初弯曲和初偏心影响的焊接方管柱强度. 工程力学,1985,2(3):62-72
[9] 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. 土木工程学报,1988,21(3):47-57
[10] J. Y. Richard Liew, N. E. Shanmugam, S. L. Leev. Behavior of thin-walled steel box columns under biaxial loading. Journal of Structural Engineering, 1988, 115(12): 3076-3095
[11] Sing-Ping Chiew, Seng-Lip Lee, Nandivaram E. Shanmugam. Experimental Study of Thin-Walled Steel Box Columns. Journal of Structural Engineering, 1987, 113(10) :2208-2221
[12] Nandivaram E. Shanmugam, Sing-ping Chiew, Seng-Lip Lee. Strength of thin-walled square steel box columns. Journal of Structural Engineering, 1987, 113(4):818-831
[13] N. E. Hanmugam, J. Y. Richard Liew, S. L. Lee. Ultimate Strength Design of Biaxially Loaded Steel Box Beam-columns. J. Construct. Steel Research, 1993, 26 :99-123
[14] J. Y. Richard Liew, N. E. Shanmugam, S. L. Lee. Tapered box columns under biaxial Loading. Journal of Structural Engineering, 1989, 115( 7): 1697-1711
[15] N. E. Hanmugam, J. Y. Richard Liew, S. L. Lee. Weld steel box columns under biaxial loading. J. Construct. Steel Research, 1989, 12: 119-139
[16] J. Y. Richard Liew, N. E. Shanmugam, S. L. Lee. Design of thin-plated steel box columns under biaxial loading. J. Construct Steel Research, 1990, 16: 39-70
[17] 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. 工程力学,1990,7(4):1-8
[18] Guo Yan-Lin. Local and Overall Interactive instability of thin-walled box-section columns. J. Construct. Steel Research, 1992, 22: 1-9
[19] Shi Ping Zhou, Wai Fah Chen. Design criteria for box columns under biaxial loading. Journal of structural engineering, 1985, 111(12): 2643-2659
[20] Xiao-Ling Zhao, Gregory J. Hancock. Square and rectangular hollow sections subject to combined actions. Journal of Structural Engineering, 1992, 118(3): 648-669
[21] Xiao-Ling Zhao, Gregory J. Hancock. Square and rectangular hollow sections under transverse end-bearing force. Journal of Structural Engineering, 1995, 121(9): 1323-1329
[22] Siu Lai Chan, Sritawat Kitipornchai, Faris G.. A. AI Bermani. Elasto-plastic analysisi of box-beam-columns including local bucling effects. Journal of Structural Engineering, 1991, 117(7): 1946-1965
[23] Shen Zuyan, Zhang Qilin. Interaction of Local and overall instability of compressed box columns. Journal of Structural Engineering, 1991, 117(11): 3337-3355
[24] 崔鸿超. 日本兵库县南部地区地震震害综述. 建筑结构学报,1996,17(1): 2-13
[25] Y. Fukumoto, H. Kusama. Local insatility tests of plate elements under cyclic uniaxial loading. Journal of Structural Engineering, 1985, 111(5): 1051-1067
[26] E. Watanable et al. Modeling of hysteric behavior of thin-walled box members. Stability and ductility of steel structures under cyclic loading, 1992, Edited by Y. Fjkumoto and G. C. Lee, CRC press., 1992. 249-259.
[27] S. Yamazaki, S. Minami. Inelastic behavior of steel beam-comumns subject to varying axial force and cyclic bending moment. In: T. Usami, eds. Proc. Of the 5th international colloquium on stability and ductility of steel structures. NAGOYA, JAPAN, 1997, 561-568
[28] K. Ohi, Y. Chen, K. Takanashi. An experimental study on inelastic behavior of H-shaped steel beam columns subject to varying axial and lateral load. J. of Struct. Eng., 1996, 42B(AIJ): 421-430
[29] 董永涛. 单向荷载和循环荷载作用下的钢板件及板组的屈曲后性能研究:[博士学位论文]. 哈尔滨:哈尔滨建筑大学,1995
[30] 董永涛,张耀春. 板件在单轴往复荷载作用下非线性屈曲分析的有限元法. 哈尔滨建筑工程学院学报,1994, 27(1): 35-39
[31] 苏明周,顾强,申林. 钢构件在循环大应变作用下的有限元分析. 工程力学,2001,18(4):51-59
[32] 申林,顾强,苏明周. 高层结构钢支撑循环性能的研究和现状. 西安建筑科技大学学报,2000,32(3):213-219
[33] 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智慧性能和翼缘宽厚比限值. 土木工程学报,2000,33(5):13-18
[34] 苏明周,顾强. 箱形截面钢压弯构件的滞回性能和壁板宽厚比限值研究. 建筑结构学报,2000,21(5):41-47
[35] 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.建筑结构学报,2001,22(4):9-16
[36] 顾强,苏明周. 局部屈曲对方管截面柱拉压滞回性能的影响. 苏州城建环保学院学报, 2002,15(3):1-5
[37] Antonio. F. Mateus, Joel A. witz. A parameter study of the post-buckling behavior of steel plate. Engineeering structure, 2001(23): 172-185
[38] Chaboche, J.L.. Equations for Cyclic Plasticity and Cyclic Viscoplasticity. International Journal of Plasticity, 1989, 7: 247-302 .
[39] Chaboche, J.L.. On Some Modifications of Kinematic Hardening to Improve the Description of Ratcheting Effects. International Journal of Plasticity, 1991, 7:661-678
[40] ECCS-TWG 1.3. Recommended testing procedure for assessing the behavior of structural steel element under cyclic loads. TCI. Seismic Design. ECCS Pub., No.45, 1986
[41] 中华人民共和国建设部,中华人民共和国国家质量监督检验检疫总局. GB 50011-2001. 建筑抗震设计规范. 北京:中国建筑工业出版社,2001-7-20
[42] 吴惠弼. 框架柱的计算长度. 钢结构研究论文报告选集(第一册). 全国钢结构标准技术委员会,1982:94-120
[43] 梁启智. 高层建筑结构分析与设计. 广州:华南理工大学出版社,1992
[44] 王金鹏,童根树. 考虑层相互作用的框架柱计算长度. 钢结构,2004,3:62-65
[45] 童根树,王金鹏. 考虑层与层相互支援的框架柱计算长度系数. 建筑钢结构进展, 2004,6:9-14.
[46] 童根树,施祖元等. 计算长度系数的物理意义及对各种钢框架稳定设计方法的评论. 建筑钢结构进展,2004,4:1-8.
[47] 饶芝英,童根树. 钢结构稳定的新诠释. 建筑结构,2002,5:12-14.
[48] 陈绍蕃. 钢结构稳定设计指南. 北京:中国建筑工业出版社,2004
[49] 顾强,陈绍蕃. 厚板焊接箱形截面柱残余应力的试验研究. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 228-232
[50] 陈绍蕃. 钢结构稳定设计的几个基本概念. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 233-239
[51] 郝际平,陈绍蕃. 循环荷载作用下钢结构滞回性能的数值模型. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 247-252
[52] 杨应华,陈绍蕃. 关于钢结构塑性设计的强度折减系数. 见:西安建筑科技大学. 陈 绍蕃论文集. 北京:科学出版社,2004. 176-184
[53] 陈绍蕃. 建筑钢结构在动力荷载作用下的形态. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 185-192
[54] 段炼. 单层空间钢框架模型拟静力循环荷载试验研究. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 169-175
[55] 顾强,陈绍蕃. 厚板焊接柱残余应力的有限元分析. 见:西安建筑科技大学. 陈绍蕃论文集. 北京:科学出版社,2004. 257-266
[56] 崔佳,魏明钟等. 钢结构设计规范理解与应用. 北京:中国建筑工业出版社,2004
[57] 陈骥. 钢结构稳定理论与应用. 北京:科学技术文献出版社,1994
[58] 陈绍蕃. 钢结构设计原理. 北京:科学出版社,2001
[59] 陈富生,邱国桦,范重. 高层建筑钢结构设计. 北京:中国建筑工业出版社,2000
[60] 苏明周. 箱形截面钢构件在地震作用下的相关屈曲破坏机理及抗震设计对策.:[博士学位论文]. 西安:西安建筑科技大学,2000
[61] 郭彦林. 中心受压或偏心受压的冷成型薄壁截面柱局部与整体屈曲相关作用的有限条分析及试验研究:[博士学位论文]. 西安:西安冶金建筑学院,1988
[62] 高小旺,龚思礼. 建筑抗震设计规范理解与应用. 北京:中国建筑工业出版社,2002
[63] M. Kotelko, T. H. Lim, J. Rhodes. Post-failure behaviour of box section beams under pure bending (an experimental study). Thin-walled Structures, 2000, 38: 179-194
[64] Kecman D. Bending collapse of rectangular and square tubes. Int J Mech Sci, 1983, 25(9-10):623-636.
[65] Zhao XL, Hancock GJ. A theoretical analysis of the plastic moment capacity of an inclined yield line under axial force. Thin-walled Struct, 1993, 15(3): 23-47
[66] Yan-Lin G., Shao-Fan Chen. Elastic-plastic analysis and experimental study of locally buckled cold-formed thin-walled channel sections. Chinese J. civilEngng, 1990, 23(3): 36-46
[67] Dewolf, J. T.. Local and overall buckling of cold-formed compression members. J.struct. Div., ASCE, 1974, 100(10):2017-36
[68] Hancock, G. J., Interaction buckling in I-section columns. J. Struct. Div., 1981, 107(1): 165-79
[69] Chan, S. L., Kitipornchai, S. Inelastic post-buckling behavior of tubular struts. J. Struct. Engr., ASCE, 114(5):1091-1105
[70] Saleep, A. F. , Chen, W. F. . Elastic-plastic large displacement analysis of pipes. J. Struct. Div., ASCE, 107(4):605-626
[71] Sugimoto, h> , Chen, W. F.. Inelastic post-buckling behavior of tubular members. J. Struct. Engrg. , ASCE, 1985, 11(9):1965-1978
[72] Chan, S. L. , Kitipornchai, S. Geometric Nonlinear analysis of asymmetric thin-walled beam-columns. Engrg. Struct. , 19879(4):243-254
[73] Rrekshanandana U. , Usami T. , Kerasudlki P. . Ultimate strength of eccentrically loaded steel plates and box sections. Computer and Struct. , 1981, 13(4):467-481
[74] Dewolf, J. T., Pekoz T. , Winter G. . Local and overall buckling of cold-formed members. J. Struct. Engrg. Div. , ASCE, 1974, 100(10):2017-2036
[75] Frieze, P. A. .Elasto-plastic buckling in short thin-walled beams and columns. Proc. Instn Civ. Engrs, 1978, 65(2):857-874
[76] Hancock, G. J. , Nonlinear analysis of thin sections in compression. J. of structural Division, ASCE, 1981, 107(ST3):455-471
[77] Nayak, G. C. , Zienkiewicz, O. C. .Elastic-plastic stress analysis, a generalization for various constitutive relations including strain harding, 1972, 5:113-135
[78] Horne M. R.. The elastic-plastic theory of compression members. J. Mech. Phys. Solids, 1956,4:104-120
[79] Usami T. , Fukomoto Y.. Welded box compression members. J. Struct Engng, ASCE. 1984, 110(10):2457-2470
[80] Crisfield M. A.. Full-range analysis of steel plates and stiffened panels under uni-axial compression. Proc. Instn. Civ.Engrs.,1975, 59(2):595-624
[81] HardingJ.E., HobbsR.E.. The elasto-plastic analysisi of imperfect square plates under in-plane loading. Porc. Instn. Civ. Engrs, 1977, 63(2): 137-158
[82] Hauck G. F. , Lee S. L.. Stability of elasto-plastic wide-flange columns. J.struct. Div., ASCE, 1963, 89(6):297-324
[83] Hongladaromp T. , TAeracoop S., Nishino F., Lee S. L.. Ultimate strength of pipe columns with initial curvature. Proceedings, Japanese Society of Civil Engineers, 1972, 208:149-156
[84] Kalyanaraman V., Pekoz T., Winter G.. Unstiffened compression elements. J. Struct. Div., ASCE, 1979, 105(5):813-828
[85] Nishino F., Kanchanalai T., Lee S. L. . ultimate strength of wide flange and box columns. Proc. Colloq. On Centrally compressed Struts, Paris, France, 1972:254-265
[86] Rossow E. C., Barney G. B., Lee S. L. . Ecentrically loaded steel columns with initial curvatures. J. Struct. Div., ASCE, 93(2):339-358
[87] Sherman D. Residual stressed and tubular compression members. J. Struct. Div., ASCE, 97(3):891-905
[88] 陈惠发. 钢框架稳定设计,(周绥平). 上海:世界图书出版公司,1999
[89] Bridge R. Q., Fraser D. J.. Improved G-factor method for evaluating effective lengths of columns. Journal of Structural Engineering, ASCE, 1987, 113(6): 1341-1356
[90] Chen W. F., Atsuta T.. Theroy of Beam-Columnsv. New York: McGRaw-Hill, 1976
[91] Chen W. F., Zhou, S. P.. Cm factor in load and resistance factor design. Journal of the Structural Division, ASCE, 1972, 103(ST10):2005-2019
[92] Clark J. W., Hill H. N.. Lateral buckling of beams. Journal of the structural Division, ASCE, 1960, 127(2): 180-201
[93] Duan L., Chen W. F.. Design Interaction Equations for Box-Beam-Columns. Structural Engineering Report No. CE-STR-88-27, School of Civil Engineering, Purdue University, WEST Lafayette, in.
[94] Duan L., Chen W. F.. Effective length factor for columns in unbraced frames. Journal of Structural Engineering, ASCE, 1989, 115(1): 149-165
[95] Duan L., Sohal I. S., Chen W. F.. On beam-column moment amplification factor. Engineering Journal, AISC, 1989, 26(4):130135
[96] Koo B. Discussion of “Improved G-Factor Method for Evaluating Effective Lengths of Columns, by R. Q. Bridge and D. J. Fraser. Journal of Structural Engineering, ASCE, 1988, 114(12):2828-2830
[97] Russell Q. Bridge, Martin D. O'Shea. Behavior of Thin-Walled steel box sections with or without internal restraint. Journal of Constructional Steel Research, 1991, 47: 73-91
[98] Seung-Eock Kim, Yosuk Kim and Se-Hyu Choi. Nonlinear Analysis of 3-D Steel Frames. Thin-Walled Structure, 2001, 39: 445-461
[99] Theodore V. Galambos, Robert L. Ketter. Columns under combined bending and thrust. Journal of Engineering Mechanics Division, ASCE, 1959, 85(2):1-30
[100] 罗颖. 单、多层钢框架极限承载力的理论和试验研究:[硕士学位论文]. 北京:清华大学土木工程系,2000
[101] 刘小强,吴惠弼. 高层钢框架的非线形分析模型. 工程力学,1993,10(4):42-51
[102] 丁洁明,沈祖炎. 空间钢框架结构的非线形分析. 土木工程学报,1993,10(4):37-45
[103] 舒兴平,沈蒲生. 空间钢框架结果的非线形全过程分析. 工程力学,1997,14(3):36-45
[104] 王文明. 变截面轻型门式钢刚架结构体系的稳定研究. [硕士学位论文] 北京:清华大学土木工程系,1998
[105] 段云岭. 非线形方程组的解法:局部弧长法. 力学学报,1997,29(1):116-121
[106] 郝卫清. 轻型单、多层钢框架结构体系的稳定研究:[硕士学位论文]. 北京:清华大学土木工程系,1999
[107] Donald W. White. Plastic-Hinge Methods for advanced analysis of steel frames. Journal of the Construction Steel Research, 1993, 24:121-152
[108] Ronald D. Ziemian, William McGuire, GREgory G. Deierlien. Inelastic Limit States Design. Part I: planar frame studies. Journal of the structural engineering, ASCE, 1992, 118(9):2532-2549
[109] W. S. King, D. W. White, W. F. Chen. Second order inelastic analysisi methods for steel frame design. Journal of structural Engineering, 1992, 118(2): 408-428
[110] 宋天霞等. 非线形结构有限元计算. 武汉:华中理工大学出版社,1996