钢框架梁柱腹板刚性连接的节点性能分析
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摘要
钢结构重量轻、地震作用小、延性好。钢结构框架是一种抗震性能很好的结构，在世界各国应用十分广泛。然而，在1994年发生在美国的Northridge地震和1995年发生在日本的阪神地震中，钢结构框架发生了严重的破坏，而且大多都是发生在节点处的脆性破坏。两次强烈地震反应了钢结构框架梁柱连接的性能有待进一步研究，也引起了全世界结构工程专家的广泛关注。对钢框架梁柱腹板连接的节点性能的研究，在理论研究和工程应用上都具有重要的意义。
本文在弹性力学和塑性力学的基础上，利用非线性有限单元法，建立了考虑几何非线性、材料非线性以及摩擦等参数的梁柱腹板连接的非线性有限元模型，模拟研究了钢框架梁柱腹板连接在单向荷载作用下的反应。将有限元分析结果与试验结果(美国所做)进行了对比，验证了分析的正确性。
本文根据我国规范的有关规定，自行建立了12个不同构件尺寸的梁柱腹板连接的三维有限元模型，对不同构件尺寸的梁柱腹板刚性连接节点在单向荷载作用下的反应进行了研究，从结构的Mises应力等值线示意图、梁端加载处的荷载——位移曲线、翼缘连接板两端的Mises等效应力以及翼缘连接板与柱相连接的三边的Mises应力等值线示意图四方面进行了比较与分析，从而得出了不同构件尺寸的梁柱腹板刚性连接的在受力行为上的结论：增加翼缘连接板的厚度、增加翼缘连接板的长度以及采用柱的横向加劲肋均可以改善节点的受力性能：提高节点的承载能力；减小翼缘连接板内部与柱翼缘边的的应力不均匀现象，从而避免试件过早地发生破坏。然后针对模型的设计，提出了几点建议。
本文所建立的有限元模型考虑问题全面、精度较高，它与所采用的有限元程序能够很好地模拟、研究在单向荷载作用下梁柱腹板刚性连接的反应。本文研究的内容比较系统，结论及建议对于指导工程设计具有重要的参考价值，为进一步研究钢框架梁柱腹板刚性连接的节点性能打下了良好的基础。
Steel structure is widely used in buildings in the world because of the light weight, excellent performance in earthquakes and the ideal ductility of steel. But during the 1994 Northridge Earthquake in America and 1995 Hyogoken-Nanbu Earthquake in Japan, steel frames were seriously damaged, and many of which were brittle fracture at the connections. This indicated the behavior of beam-to-column web moment connections should be further studied, and consequently arose the recognition of the structural engineering experts. The analysis on the behavior of beam-to-column web moment connections is not only significant from the theoretical aspect, but also important in practice.
Based on the elastic and plastic mechanics, using the finite-element analysis, the nonlinear finite model of the beam-to-column is established according to the American code. The model involved geometry, material nonlinear and friction. The response of beam-to-column web moment connections under monotonous load is researched on. After comparing between the finite-element analysis and experimental results, the author verified the FEM.
Then according to the Chinese code, the nonlinear finite model of the beam-to-column is established which are made of different size components. The responses of beam-to-column web moment connections which are made of different size components are compared and analyzed from three facets, and the conclusions about the joints behavior are drawn: thicken the connection plate, lengthen the connection plate or use a back-up stiffer can improve the connection behavior, consist of improving the behavior of load-supported and reducing the stress convergence in the flange moment plates. Then, suggestions about the design of the beam-to-column web moment connections are put forward.
In conclusion, the finite-element model and the program adopted in this paper can
well simulate the response of beam-to-column web moment connections under monotonous load. The study is rather systematic. The conclusion and design recommendations are very useful for instruct the project. This article established the basis of further studies.
本文在弹性力学和塑性力学的基础上，利用非线性有限单元法，建立了考虑几何非线性、材料非线性以及摩擦等参数的梁柱腹板连接的非线性有限元模型，模拟研究了钢框架梁柱腹板连接在单向荷载作用下的反应。将有限元分析结果与试验结果(美国所做)进行了对比，验证了分析的正确性。
本文根据我国规范的有关规定，自行建立了12个不同构件尺寸的梁柱腹板连接的三维有限元模型，对不同构件尺寸的梁柱腹板刚性连接节点在单向荷载作用下的反应进行了研究，从结构的Mises应力等值线示意图、梁端加载处的荷载——位移曲线、翼缘连接板两端的Mises等效应力以及翼缘连接板与柱相连接的三边的Mises应力等值线示意图四方面进行了比较与分析，从而得出了不同构件尺寸的梁柱腹板刚性连接的在受力行为上的结论：增加翼缘连接板的厚度、增加翼缘连接板的长度以及采用柱的横向加劲肋均可以改善节点的受力性能：提高节点的承载能力；减小翼缘连接板内部与柱翼缘边的的应力不均匀现象，从而避免试件过早地发生破坏。然后针对模型的设计，提出了几点建议。
本文所建立的有限元模型考虑问题全面、精度较高，它与所采用的有限元程序能够很好地模拟、研究在单向荷载作用下梁柱腹板刚性连接的反应。本文研究的内容比较系统，结论及建议对于指导工程设计具有重要的参考价值，为进一步研究钢框架梁柱腹板刚性连接的节点性能打下了良好的基础。
Steel structure is widely used in buildings in the world because of the light weight, excellent performance in earthquakes and the ideal ductility of steel. But during the 1994 Northridge Earthquake in America and 1995 Hyogoken-Nanbu Earthquake in Japan, steel frames were seriously damaged, and many of which were brittle fracture at the connections. This indicated the behavior of beam-to-column web moment connections should be further studied, and consequently arose the recognition of the structural engineering experts. The analysis on the behavior of beam-to-column web moment connections is not only significant from the theoretical aspect, but also important in practice.
Based on the elastic and plastic mechanics, using the finite-element analysis, the nonlinear finite model of the beam-to-column is established according to the American code. The model involved geometry, material nonlinear and friction. The response of beam-to-column web moment connections under monotonous load is researched on. After comparing between the finite-element analysis and experimental results, the author verified the FEM.
Then according to the Chinese code, the nonlinear finite model of the beam-to-column is established which are made of different size components. The responses of beam-to-column web moment connections which are made of different size components are compared and analyzed from three facets, and the conclusions about the joints behavior are drawn: thicken the connection plate, lengthen the connection plate or use a back-up stiffer can improve the connection behavior, consist of improving the behavior of load-supported and reducing the stress convergence in the flange moment plates. Then, suggestions about the design of the beam-to-column web moment connections are put forward.
In conclusion, the finite-element model and the program adopted in this paper can
well simulate the response of beam-to-column web moment connections under monotonous load. The study is rather systematic. The conclusion and design recommendations are very useful for instruct the project. This article established the basis of further studies.
引文
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[9] 中华人民共和国国家标准，建筑抗震设计规范(GB50011-XX)，国家标准《建筑抗震设计规范》管理组．
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[12] Chen, W.F. and Lui, E.M. "Static Flange Moment Connections", J. Construct. Steel Research, Vol.10, 1988.
[13] Plumier, A. "Behavior of Connections", J. Construct. Steel Research, 1994, No.29, pp. 95-119.
[14] Graham,J.D., Sherbourne, A.N., Khabbaz, R.N. and Jensen, C.D., "Welded
Interior Beam-to-Column Connections", Publication, American Institute of Steel Construction, A.I.A. File No. 13-c, 1959.
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[22] Rentschler, G.P., and Chen, W.F., "Preliminary Proposal for Tests of Steel Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.333.24, June, 1973.
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[27] Rentschler, G.P., "Analysis and Design of Steel Beam-to-Column Web Connections", Ph.D., Dissertation, Department of Civil Engineering, Lehigh University, Bethlehem, Pa., 1979.
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[30] Rentschler, G.P., and Chen, W.F., "Tests Program of Moment-Resistant Steel Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.405.4, Lehigh University, Bethlehem, PA, May, 1975.
[31] Chen, W.F., and Lui, E.M., "Steel Beam-to-Column Moment Connections, Part Ⅰ: Flange Moment Connections", Solid Mechanics Archives, 11(4) (1986), pp.1-61.
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[2] Chen, W.F., and Newlin, D.E., "Column Web Strength in Steel Beam-to-Column Connections", Journal of the Structural Division, American Society of Civil Engineers, Vol. 99, No. ST9, Proc. Paper9968, Sept., 1973, pp. 1978-1984.
[3] Huang, J.S., and Chen, W.F., "Steel Beam-to-Column Moment Connections", American Society of Civil Engineers, National Structural Engineering Meeting, San Francisco, Calif., April 9-13, 1973.
[4] Standing, K.F., Rentschler, G.P., and Chen, W.F., "Tests of Bolted Beam-to-Column Flange Moment Connections", Welding Research Council Bulletin, No. 218, New York, August, 1976.
[5] SEAOC, "Recommended Lateral Force Requirement and Commentary", Structural Engineers Association of California, Sacramento, 1988.
[6] ICBO, "Uniform Building Code", International Conference of Building Officials, Whittier, CA, 1997.
[7] AISC, "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Chicago, 1997.
[8] AISC, "Seismic Provisions for Structural Steel Buildings (1997)", Supplement No.2. American Institute of Steel Construction, Chicago, 2000.
[9] 中华人民共和国国家标准，建筑抗震设计规范(GB50011-XX)，国家标准《建筑抗震设计规范》管理组．
[10] Krawinkler, H., Bertero, V. V. and Chandramouli, S. "Hysteretic Behavior of Steel Frame Joints", J. Struct. Div, Proc. American Society of Civil Engineers, 1975, 101(ST11), pp. 1137-1159.
[11] Krawinkler, H. and Popov, E. P. "Seismic Behavior of Moment Connections and Joints", J. Struct. Div, Proc. American Society of Civil Engineers, 1982, 108 (ST2), pp. 373-391.
[12] Chen, W.F. and Lui, E.M. "Static Flange Moment Connections", J. Construct. Steel Research, Vol.10, 1988.
[13] Plumier, A. "Behavior of Connections", J. Construct. Steel Research, 1994, No.29, pp. 95-119.
[14] Graham,J.D., Sherbourne, A.N., Khabbaz, R.N. and Jensen, C.D., "Welded
Interior Beam-to-Column Connections", Publication, American Institute of Steel Construction, A.I.A. File No. 13-c, 1959.
[15] Popov, E.P. and Pinkey, R.B., "Cyclic Yield Reversal in Steel Building Connections", Journal of the Structural Division, American Society of Civil Engineers, Vol. 95, No. ST3, Proc. Paper No. 6441, March, 1969, pp. 327-353.
[16] Kajima Construction Company, "Load Test of Beam-to-Column Connections of Steel Frames for Nusautaura Building", Part Ⅰ, Part Ⅱ, and Part Ⅲ, Djakarta, 1964.
[17] Kato, B., "A Design Criteria of Beam-to-Column Joint Panels", New Zealand Natural Society for Earthquake Engineering Bulletin, Vol.7, No. 1, March, 1974.
[18] Abolitz, A.L. and Warner, M.E., "Bending Under Seated Connections", Engineering Journal, American Institute of Steel Construction, Vol.2, No.1, Chicago, January, 1965, pp. 1-5.
[19] Blodgett, O.W., "Design for Welded structures", James F. Lincoln Arc Welding Foundation, Cleveland, Ohio, 1966, pp.3.6-6.
[20] Stockwell, F.W., Jr., "Yield Line Analysis of Column Webs with Welded Beam Connections", Engineering Journal, American Institute of Steel Construction, First Quarter, Chicago, 1974, pp. 12-17.
[21] Kapp, R.H., "Yield Line Analysis of a Web Connection in Direct Tension", Engineering Journal, American Institute of Steel Construction, Second Quarter, Chicago, 1974, pp.38-41.
[22] Rentschler, G.P., and Chen, W.F., "Preliminary Proposal for Tests of Steel Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.333.24, June, 1973.
[23] Huang, J.S., Chen, W.F., and Beedle, L.S., "Behavior and Design of Steel Beam-to-Column Moment connections", Welding Research Council Bulletin No.188, New York, October, 1973.
[24] Rentschler, G.P., and Chen, W.F., "Program of Tests of Moment-Resistant Steel Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.333.26, April 1974.
[25] Rentschler, G.P., and Chen, W.F., "Program of Pilot Tests Associated With Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.333.28, August 1974.
[26] Parfitt, J.S., and Chen, W.F., "Tests of Welded Steel Beam-to-Column Connections", Journal of the Structural Division, American Society of Civil Engineers,
Vol. 102, No. ST1, Proc. Paper 11854, January, 1976, pp. 189-202.
[27] Rentschler, G.P., "Analysis and Design of Steel Beam-to-Column Web Connections", Ph.D., Dissertation, Department of Civil Engineering, Lehigh University, Bethlehem, Pa., 1979.
[28] Patel, K.V., and Chen, W.F., "Nonlinear Analysis of Steel Moment Connections", Journal of the Structural Division, American Society of Civil Engineers, Vol.110, No.8, August, 1984, pp.1861-1874.
[29] Rentschler, G.P., Chen, W.F., and Driscoll, G.C., "Tests of Beam-to-Column Web Connections", Journal of the Structural Division, American Society of Civil Engineers, Vol. 106, No. ST5, Proc. Paper 15386, May, 1980, pp.1001-1022.
[30] Rentschler, G.P., and Chen, W.F., "Tests Program of Moment-Resistant Steel Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.405.4, Lehigh University, Bethlehem, PA, May, 1975.
[31] Chen, W.F., and Lui, E.M., "Steel Beam-to-Column Moment Connections, Part Ⅰ: Flange Moment Connections", Solid Mechanics Archives, 11(4) (1986), pp.1-61.
[32] Chen, W.F., and Lui, E.M., "Steel Beam-to-Column Moment Connections, Part Ⅱ: Web Moment Connections", Solid Mechanics Archives, 12(1) (1987), PP. 1-52.
[33] AISC, "Manual of Steel Construction, Specification for The Design, Fabrication, and Erection of Structural Steel for Buildings", American Institute of Steel Construction, 1970.
[34] AWS D1.0-69, "Code for Welding in Building Construction", 9th Edition, American Welding Society, New York, 1969.
[35] Chen, W.F., and Rentschler, G.P., "Tests and Analysis of Beam-to-Column Web Connections", Proceedings of the ASCE Specialty Conference on Method of Structural Analysis held at the University of Wisconsin-Madison, August 22-25, 1976, pp.957-976.
[36] Rentschler, G.P., Chen, W.F., and Driscoll, G.C., "Beam-to-Column Web Connection Details", Journal of the Structural Division, American Society of Civil Engineers, Proc. Paper, No. 16880, 108(ST2)(1982), pp.393-409.
[37] Chen, W.F., and Patel, K.V., "Static Behavior of Beam-to-Column Moment Connections [J]", Journal of the Structural Division, American Society of Civil Engineers, 1981, 107(ST9), pp.1815-1838.
[38] Popov, E.P., "Cyclic Behavior of Large Beam-to-Column Assemblies [J]", Engineering Structures, American Institute of Steel Construction, 1986, V23, pp.9-23.
[39] Peters, J.W., and Driscoll, G.C., "A Study of the Behavior of Beam-to-Column
Connections", Fritz Engineering Laboratory Report, No.333.2, Lehigh University, Bethlehem, Pa., 1968.
[40] Driscoll, G.C., "Fracture of Beam-to-Column Web Connections", Fritz Engineering Laboratory Report, No.405.10, Lehigh University, Bethlehem, Pa., Mar., 1979.
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