钢结构住宅框架半刚性节点分析研究
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摘要
我国的钢结构住宅研究处于探索起步阶段，整个体系还不成熟。作为建设部2001年科技攻关项目《新型空腔结构板轻钢结构体系应用研究》的子课题，本文主要研究钢框架梁柱半刚性连接特性以及半刚性连接对框架的影响。钢框架中梁柱连接的性能直接关系到结构的整体反应，而传统设计和分析将连接简单假定为刚接或铰接并不能真实反映实际情况。因此，钢框架梁柱连接试验研究既可给钢结构住宅体系提供选择梁柱连接形式的理论依据，又可供实际工程参考，具有重要的理论价值和实际意义。
本文简要地介绍了半刚性节点的研究现状、各国规范梁柱连接的设计计算内容和方法、梁柱连接的类型和半刚性连接的特性，探讨了顶、底角钢、顶、底角钢带双腹板角钢两种半刚性连接的M-θ_r特征曲线及其拟合方法，顶底角钢连接、带双腹板顶底角钢连接初始刚度以及弯矩承载力的计算公式。在梁柱连接试验和半刚性连接框架试验研究的基础上，分析两种连接节点的破坏形式，抗震性能和耗能特性，影响这两种连接性能的主要因素，关键部位应力发展以及半刚性连接框架循环荷载作用下的弹塑性性能，半刚性节点对框架性能的影响。
本文通过建立考虑连接非线性、几何非线性和材料非线性的刚度矩阵方程，用FORTRAN语言编制了半刚性连接钢框架的二阶-塑性铰分析的有限元计算程序，对半刚性连接框架内力和位移进行计算，讨论了半刚性连接框架受力性能，并将计算结果与试验结果进行对比，了解结构在丧失极限承载力后的破坏形态和塑性铰出现的顺序，并对半刚性节点钢框架设计提出合理的建议。在讨论半刚性连接节点本身的性能时，通过有限元软件ANSYS对节点进行三维非线性有限元精细模拟，将计算结果与试验所得数据对比，对试验结果进行补充分析，了解没有测到试验数据的节点组件在加载过程中的受力情况，并对带双腹板角钢顶、底角钢连接在有无加劲肋两种情况下的受力状态进行详细对比。最后，在总结本文工作的基础上，提出了一些本课题尚待解决的问题。
The research on steel-structural building is at an early stage of exploration, and the steel-structural residence system is not mature. As one of 2001'Key Research Subjects of Ministry of Construction of China, grant No. 01-2-085, the performance of beam-to-column connections and the effect of semi-rigid connections on frame were studied in this paper. In the traditional design and analysis on steel frames, the beam-to-column connection whose behavior affects steel frames overall performance, was assumed as rigid or pinned, which couldn't reflect the actual fact. So the experimental studies on beam-to-column connections in steel frame are very important and meaningful, because it can provide theoretic foundation and reference for practical projects in selecting the beam-to-column connections forms structural residence system in steel-frame.
The present findings of semi-rigid connections, the method for design of beam-to-column connections in the codes from China and other countries, and the character about semi-rigid connections, were briefly introduced in this paper. The simulated method of the M -θr relation curve of semi-rigid connections, the computing equations about the initial stiffness and moment capacities of two kinds of top-seat angle connections, with and without double web-angle, were discussed. On the basis of experimental research on beam-to-column connections and steel-frame with semi-rigid connections, failure models, seismic behaviors, and characteristic of dissipation of energy of these two kinds of connections, and the main factors influencing upon the behavior of connections, as well as the developmental process of stress in key sections were analyzed in this paper. The elastic-plastic behavior of steel frame with semi-rigid connections under cyclic loading and the effect of semi-rigid connections on the performance of the frame were also discussed.
Considering connective, geometrical, and material nonlinear, the stiffness-matrixes equations were proposed in this paper. A two-dimensional
nonlinear finite element program for steel frame with semi-rigid connection was complied successfully. After the internal force and the horizontal displacement of semi-rigid connection steel frame were calculated, its bearing capacity was discussed and the analysis results were compared with the experimental ones, it was used as the collapse characteristic after structural ultimate strength had lost and the appearing orders of plastic hinges and it was reasonably suggested for the design of semi-rigid connection steel frame. By simulating body node with FEA software ANSYS and comparing its results with the experiment ones, natural capacity of semi-rigid connection node itself was discussed, and the experimental results were analyzed additionally, and the bearing conditions of sections which couldn't be tested in experiment were obtained, as well as two kinds of bearing conditions under different conditions that the connections with and without stiffener were compared in detail. At last, based on the work of this paper, some
problems about this research worth to be studied afterward are put forward.
本文简要地介绍了半刚性节点的研究现状、各国规范梁柱连接的设计计算内容和方法、梁柱连接的类型和半刚性连接的特性，探讨了顶、底角钢、顶、底角钢带双腹板角钢两种半刚性连接的M-θ_r特征曲线及其拟合方法，顶底角钢连接、带双腹板顶底角钢连接初始刚度以及弯矩承载力的计算公式。在梁柱连接试验和半刚性连接框架试验研究的基础上，分析两种连接节点的破坏形式，抗震性能和耗能特性，影响这两种连接性能的主要因素，关键部位应力发展以及半刚性连接框架循环荷载作用下的弹塑性性能，半刚性节点对框架性能的影响。
本文通过建立考虑连接非线性、几何非线性和材料非线性的刚度矩阵方程，用FORTRAN语言编制了半刚性连接钢框架的二阶-塑性铰分析的有限元计算程序，对半刚性连接框架内力和位移进行计算，讨论了半刚性连接框架受力性能，并将计算结果与试验结果进行对比，了解结构在丧失极限承载力后的破坏形态和塑性铰出现的顺序，并对半刚性节点钢框架设计提出合理的建议。在讨论半刚性连接节点本身的性能时，通过有限元软件ANSYS对节点进行三维非线性有限元精细模拟，将计算结果与试验所得数据对比，对试验结果进行补充分析，了解没有测到试验数据的节点组件在加载过程中的受力情况，并对带双腹板角钢顶、底角钢连接在有无加劲肋两种情况下的受力状态进行详细对比。最后，在总结本文工作的基础上，提出了一些本课题尚待解决的问题。
The research on steel-structural building is at an early stage of exploration, and the steel-structural residence system is not mature. As one of 2001'Key Research Subjects of Ministry of Construction of China, grant No. 01-2-085, the performance of beam-to-column connections and the effect of semi-rigid connections on frame were studied in this paper. In the traditional design and analysis on steel frames, the beam-to-column connection whose behavior affects steel frames overall performance, was assumed as rigid or pinned, which couldn't reflect the actual fact. So the experimental studies on beam-to-column connections in steel frame are very important and meaningful, because it can provide theoretic foundation and reference for practical projects in selecting the beam-to-column connections forms structural residence system in steel-frame.
The present findings of semi-rigid connections, the method for design of beam-to-column connections in the codes from China and other countries, and the character about semi-rigid connections, were briefly introduced in this paper. The simulated method of the M -θr relation curve of semi-rigid connections, the computing equations about the initial stiffness and moment capacities of two kinds of top-seat angle connections, with and without double web-angle, were discussed. On the basis of experimental research on beam-to-column connections and steel-frame with semi-rigid connections, failure models, seismic behaviors, and characteristic of dissipation of energy of these two kinds of connections, and the main factors influencing upon the behavior of connections, as well as the developmental process of stress in key sections were analyzed in this paper. The elastic-plastic behavior of steel frame with semi-rigid connections under cyclic loading and the effect of semi-rigid connections on the performance of the frame were also discussed.
Considering connective, geometrical, and material nonlinear, the stiffness-matrixes equations were proposed in this paper. A two-dimensional
nonlinear finite element program for steel frame with semi-rigid connection was complied successfully. After the internal force and the horizontal displacement of semi-rigid connection steel frame were calculated, its bearing capacity was discussed and the analysis results were compared with the experimental ones, it was used as the collapse characteristic after structural ultimate strength had lost and the appearing orders of plastic hinges and it was reasonably suggested for the design of semi-rigid connection steel frame. By simulating body node with FEA software ANSYS and comparing its results with the experiment ones, natural capacity of semi-rigid connection node itself was discussed, and the experimental results were analyzed additionally, and the bearing conditions of sections which couldn't be tested in experiment were obtained, as well as two kinds of bearing conditions under different conditions that the connections with and without stiffener were compared in detail. At last, based on the work of this paper, some
problems about this research worth to be studied afterward are put forward.
引文
[1] 戴复东，朱伯龙，李鑫金．轻钢轻板住宅建筑体系．施工技术，1998，7
[2] 弓晓芸．轻钢结构建筑的应用及发展．工业建筑，2000，30(5)：53～57
[3] 张跃峰．轻钢结构住宅的结构体系初探．结构工程师，2000(增刊)
[4] 刘承宗，陆建中．我国轻钢建筑市场分析和预测．钢结构与建筑业．2001，(12)：46～49
[5] 陈惠发著，周绥平泽，钢框架稳定设计，上海：世界图书出版公司，2001
[6] Xinwu Wang, Kejian Guan, Yunfei Liu and Cangru Jiang, A semi-rigid connections classification on their calculating methods, Proceedings of the seventh International symposium on structural engineering for Young experts, 2002. 8
[7] Goverdhan, A.V. A Collection of Experimental Moment-Rotation Curves and Evaluation of Prediction Equation for Semi-Rigid Connections, Master's Thesis, Vanderbilt University, Nashivile, TN, 490
[8] Nethercot, D. A. (1985a) Steel Beam-to-Column Connections-A Review of Test Data and its Applicability to the Evaluation of Joint Behavior in the Performance of Steel Frames, CIRIA Project Record: 338
[9] Nethercot, D.A. (1985b) Utilization of experimentally obtained connection data in assessing the performance of steel frames, in Connection Flexibility and Steel Frames, Proceedings of a Session Sponsored by the Structural Division, ASCE, Detroit: 13～37
[10] Kishi, N, and Chen, W. F. (1986) Data Base of Steel Beam-to-Column Connections, Structural Engineering Report No. CE-STR-86-26, School of Civil Engineering, Purdue University, West Lafayette, IN, 653.
[11] J. W. B. Stark and F. S. K. Bijlaard. Design rules for beam-column connections in Europe. J. Construct. Steel Research, 1988, 10: 415-462
[12] 王彦敏．中国现行钢结构规范与美国ASD规范的主要限值．建筑结构，1999，29(6)：14～16
[13] Richard C. Kaehler and James M. Fisher. Design rules for connections in the U.S.A.J. Construct. Steel Research, 1988, 10: 463-476
[14] Ben Kato. Design rules for connections in Japan. J. Construct. Steel Research, 1988, 10: 357-374
[15] 王燕，彭福明，赵桂明．钢框架梁柱半刚性节点在循环荷载作用下的试验研究．工业建筑，2001，31(12)：55～57
[16] 王燕，彭福明．多高层钢框架梁柱半刚性连接性能．建筑结构，2000，30(9)：18～20
[17] 彭福明．钢框架梁柱节点性能研究．青岛建筑工程学院硕士学位论文，2001：12～33．
[18] 徐永春，吕方．住宅钢结构体系梁柱节点性能研究．建筑技术开发，2002，29(7)：13～15
[19] 郭兵，顾强，柳锋等．梁柱端板连接节点的滞回性能试验研究．建筑结构学报，2002，23(3)：8～13
[20] GB50017，钢结构设计规范[S]，中国建筑工业出版社，2003
[21] Frye, M. J. and Morris, G. A. Analysis of Flexibly connected steel frames, Canadian Journal of Civil Engineer, 23: 280-291
[22] Jones, S. W., Kirby, P. A. and Nethercot, D.A. Columns with semi-rigid joints, Journal of Structural Division, ASCE, 108, ST2; 361～372
[23] Colson, A. and Louveau, J. M. Connections incidence on the inelastic behavior of steel structures, Euromech Colloquium 174, October
[24] Chen, W. F. and Kishi, N. (1990) Moment-rotation relation of top-and-seat-angle connections, Proceedings of the International Colloquium on Bolted and Special Connections, May 15-20, Moscow. USSR National Committee of the International Association for Bridge and Structural Engineering, Moscow
[25] Ramberg, W. and Osgood, W.R.(1943) Description of Stress-Strain Curves by Three Parameters, Technical Note No. 902, National Advisory Committee for Aeronautics, Washington, D.C.
[26] Lui, E. M. and Chen, W. F. (1986) Analysis and behavior of flexibly-jointed frames, Engineering Structures, 8: 107～118
[27] Yee, Y. L. and Melchers, R. E. Moment-rotation curves for bolted connections, Journal of Structural Engineering, ASCE, 112, 3: 615～635
[28] Wu, F.S. Chen, W.F. (1990) A design model for semi-rigid connections, Engineering Structures, 12, 2: 88～97
[29] JGJ101-96．建筑抗震试验方法规程，北京：中国建筑工业出版社
[30] 王新武，李和平，蒋沧如．梁柱角钢连接节点的滞回性能试验研究．华中科技大学大学学报(自然科学版)，2003．8
[31] 王新武．钢框架梁柱连接研究．2003，博士论文
[32] 李永泉，何若全．框架半刚性连接的研究概述．哈尔滨建筑工程学院学报，1994．6
[33] 牛海清，朱召泉．钢框架结构的二阶效应分析．工程力学(增刊)，2001
[34] 丁洁明，沈祖炎．节点半刚性对钢框架结构内力和位移的影响．建筑结构，1991．6
[35] 陈骥．钢结构稳定理论与设计．科学出版社，2001
[36] 尹志刚，周瑞忠．综合考虑节点半刚性、材料非线性与二阶效应的钢框架计算．福州大学学报(自然科学版)，2002．6
[37] 陈国栋，房贞政．半刚性连接钢框架二阶弹性分析．福州大学学报，28(6)：66～71
[38] 龙驭球，包世华．结构力学．高等教育出版社，1990
[39] 谭浩强，田淑清．FORTRAN77结构化程序设计．清华大学出版社，1997
[40] 张行，蒋沧如，俞静．考虑节点半刚性及二阶效应的钢框架弹性分析．国外建材科技，2003．10
[41] N. Kishi, A. Ahmed, N. Yabuki. Nonlinear finite element analysis of top-and seat-angle with double web-angle connections. Structural Engineering and Mechanics, Vol. 12, No.2(2001 )
[42] 顾正维，孙炳楠，童根树，徐和财．螺栓角钢钢节点的三维非线性有限元分析．钢结构，2003．2
[43] ANSYS用户手册(非线性分析指南)
[44] Altman W G, Azizinamini A, Bradburn J H,etc. Monment-Rotation Characteristics of Semi-rigid Steel Beam-to-Column Connections. Columbia: The Civil Engineering Department, University of South Carolina, 1982
[45] Azizinamini A, Bradburn J H, Radziminski J B. Static and Cyclic Behavior of Semi-Rigid Steel Beam-Column Connections. Columbia: Department of Civil Engineering, University of South Carolina, 1985
[2] 弓晓芸．轻钢结构建筑的应用及发展．工业建筑，2000，30(5)：53～57
[3] 张跃峰．轻钢结构住宅的结构体系初探．结构工程师，2000(增刊)
[4] 刘承宗，陆建中．我国轻钢建筑市场分析和预测．钢结构与建筑业．2001，(12)：46～49
[5] 陈惠发著，周绥平泽，钢框架稳定设计，上海：世界图书出版公司，2001
[6] Xinwu Wang, Kejian Guan, Yunfei Liu and Cangru Jiang, A semi-rigid connections classification on their calculating methods, Proceedings of the seventh International symposium on structural engineering for Young experts, 2002. 8
[7] Goverdhan, A.V. A Collection of Experimental Moment-Rotation Curves and Evaluation of Prediction Equation for Semi-Rigid Connections, Master's Thesis, Vanderbilt University, Nashivile, TN, 490
[8] Nethercot, D. A. (1985a) Steel Beam-to-Column Connections-A Review of Test Data and its Applicability to the Evaluation of Joint Behavior in the Performance of Steel Frames, CIRIA Project Record: 338
[9] Nethercot, D.A. (1985b) Utilization of experimentally obtained connection data in assessing the performance of steel frames, in Connection Flexibility and Steel Frames, Proceedings of a Session Sponsored by the Structural Division, ASCE, Detroit: 13～37
[10] Kishi, N, and Chen, W. F. (1986) Data Base of Steel Beam-to-Column Connections, Structural Engineering Report No. CE-STR-86-26, School of Civil Engineering, Purdue University, West Lafayette, IN, 653.
[11] J. W. B. Stark and F. S. K. Bijlaard. Design rules for beam-column connections in Europe. J. Construct. Steel Research, 1988, 10: 415-462
[12] 王彦敏．中国现行钢结构规范与美国ASD规范的主要限值．建筑结构，1999，29(6)：14～16
[13] Richard C. Kaehler and James M. Fisher. Design rules for connections in the U.S.A.J. Construct. Steel Research, 1988, 10: 463-476
[14] Ben Kato. Design rules for connections in Japan. J. Construct. Steel Research, 1988, 10: 357-374
[15] 王燕，彭福明，赵桂明．钢框架梁柱半刚性节点在循环荷载作用下的试验研究．工业建筑，2001，31(12)：55～57
[16] 王燕，彭福明．多高层钢框架梁柱半刚性连接性能．建筑结构，2000，30(9)：18～20
[17] 彭福明．钢框架梁柱节点性能研究．青岛建筑工程学院硕士学位论文，2001：12～33．
[18] 徐永春，吕方．住宅钢结构体系梁柱节点性能研究．建筑技术开发，2002，29(7)：13～15
[19] 郭兵，顾强，柳锋等．梁柱端板连接节点的滞回性能试验研究．建筑结构学报，2002，23(3)：8～13
[20] GB50017，钢结构设计规范[S]，中国建筑工业出版社，2003
[21] Frye, M. J. and Morris, G. A. Analysis of Flexibly connected steel frames, Canadian Journal of Civil Engineer, 23: 280-291
[22] Jones, S. W., Kirby, P. A. and Nethercot, D.A. Columns with semi-rigid joints, Journal of Structural Division, ASCE, 108, ST2; 361～372
[23] Colson, A. and Louveau, J. M. Connections incidence on the inelastic behavior of steel structures, Euromech Colloquium 174, October
[24] Chen, W. F. and Kishi, N. (1990) Moment-rotation relation of top-and-seat-angle connections, Proceedings of the International Colloquium on Bolted and Special Connections, May 15-20, Moscow. USSR National Committee of the International Association for Bridge and Structural Engineering, Moscow
[25] Ramberg, W. and Osgood, W.R.(1943) Description of Stress-Strain Curves by Three Parameters, Technical Note No. 902, National Advisory Committee for Aeronautics, Washington, D.C.
[26] Lui, E. M. and Chen, W. F. (1986) Analysis and behavior of flexibly-jointed frames, Engineering Structures, 8: 107～118
[27] Yee, Y. L. and Melchers, R. E. Moment-rotation curves for bolted connections, Journal of Structural Engineering, ASCE, 112, 3: 615～635
[28] Wu, F.S. Chen, W.F. (1990) A design model for semi-rigid connections, Engineering Structures, 12, 2: 88～97
[29] JGJ101-96．建筑抗震试验方法规程，北京：中国建筑工业出版社
[30] 王新武，李和平，蒋沧如．梁柱角钢连接节点的滞回性能试验研究．华中科技大学大学学报(自然科学版)，2003．8
[31] 王新武．钢框架梁柱连接研究．2003，博士论文
[32] 李永泉，何若全．框架半刚性连接的研究概述．哈尔滨建筑工程学院学报，1994．6
[33] 牛海清，朱召泉．钢框架结构的二阶效应分析．工程力学(增刊)，2001
[34] 丁洁明，沈祖炎．节点半刚性对钢框架结构内力和位移的影响．建筑结构，1991．6
[35] 陈骥．钢结构稳定理论与设计．科学出版社，2001
[36] 尹志刚，周瑞忠．综合考虑节点半刚性、材料非线性与二阶效应的钢框架计算．福州大学学报(自然科学版)，2002．6
[37] 陈国栋，房贞政．半刚性连接钢框架二阶弹性分析．福州大学学报，28(6)：66～71
[38] 龙驭球，包世华．结构力学．高等教育出版社，1990
[39] 谭浩强，田淑清．FORTRAN77结构化程序设计．清华大学出版社，1997
[40] 张行，蒋沧如，俞静．考虑节点半刚性及二阶效应的钢框架弹性分析．国外建材科技，2003．10
[41] N. Kishi, A. Ahmed, N. Yabuki. Nonlinear finite element analysis of top-and seat-angle with double web-angle connections. Structural Engineering and Mechanics, Vol. 12, No.2(2001 )
[42] 顾正维，孙炳楠，童根树，徐和财．螺栓角钢钢节点的三维非线性有限元分析．钢结构，2003．2
[43] ANSYS用户手册(非线性分析指南)
[44] Altman W G, Azizinamini A, Bradburn J H,etc. Monment-Rotation Characteristics of Semi-rigid Steel Beam-to-Column Connections. Columbia: The Civil Engineering Department, University of South Carolina, 1982
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