钢框架梁柱腹板性连接抗震性能分析
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摘要
钢结构框架长期以来一直被认为具有良好的抗震性能，在多高层建筑中应用十分广泛。然而历次地震灾害调查表明，钢结构框架发生了不同程度的破坏，而且大多属于梁柱连接的脆性断裂，显示出了人们对钢框架梁柱栓焊连接的破坏机理认识不足。在钢结构框架中，梁柱腹板连接同翼缘连接一样普遍，而且设计和施工更为困难，研究梁柱腹板连接的抗震性能并提出抗震设计建议，具有重要的理论意义和工程应用价值。
本文在将考虑几何非线性、材料非线性和状态非线性的有限元程序计算结果与已有试验结果对比验证的基础上，对梁柱腹板刚性连接形式——栓焊连接进行了全面的有限元模拟，计算分析了梁柱腹板连接在循环荷载作用下的受力性能、破坏机理，在此基础上提出了拼接区剪应力分布新形式，为工程设计提供了理论依据。有限元分析中考虑了梁翼缘连接板伸出柱翼缘长度、梁的高度、梁翼缘厚度、柱翼缘厚度、柱翼缘宽度等参数对梁柱腹板连接抗震性能的影响，并利用正交设计对各参数的影响程度进行了分析，进而提出较优方案，使得连接具有较好的抗震性能。
在明晰了普通梁柱栓焊连接破坏机理的基础上，对梁柱腹板连接中的新型节点——梁腹板削弱型节点（RW型节点）和梁翼缘削弱型节点（RBS型节点）的抗震性能进行了初步分析，其中RBS型节点表现出了良好的塑性变形能力，为新型节点的进一步研究奠定了基础。
本文所建立的有限元模型考虑问题全面、精度较高，能够真实地模拟梁柱腹板刚性连接在循环荷载作用下的破坏行为。本文研究的内容比较系统，根据研究结果提出的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抗震性能打下了良好的基础。
Steel moment-resisting frames, which were considered having excellent performance for seismic resistance, were widely used in multi-stories or high-rise structures. But previous investigations of earthquake disaster indicated that many destroies occured in the steel frames to various extent, and mostly belonged to brittle fracture of beam-to-column connections, which indicated that cognitions on the damage mechanism of welded-bolted beam-to-column joints were rather inadequate. In fact, beam-to-column web connections are as widespread as flange connections in the steel frames, and the design and construction of them are more difficult. Studies on seismic-resistant behavior of beam-to-column web connections are not only significant from the theoretical aspect, but also important in practice.
Based on the verifications of the existing test results by the computation results from the nonlinear finite element program considering geometry, material and status nonlinearity, an thorough finite element simulation of the welded-bolted beam-to-column web connections is carried out. The behavior and fracture mechanism of web connections under cyclic load are analysed , then a new distribution mode of shearing strength in the joint zone is put forward based on the computation results, which can provide basis for engineering design. During the parametric analysis, length of beam flange continuity plate sticking out column flange, height of beam, axial pressure of column, thickness of beam flange, thickness and width of column flange are considered to study their impact on the seismic-resistant behavior of the web connections. Subsequently, the influencing degree of these parameters is studied using orthogonal design and an reasonable scheme making the connections have preferable seismic-resistant behavior is gained simultaneously .
On the basis of damage mechanism of the common welded-bolted beam-to-column web connections, the seismic-resistant behavior of new types of web connections—RW Connections and RBS Connections is analysed introductively. The results make know that RBS Connections have excellent plastic deformation ability, which will lay a foundation for further study.
In conclusion, the finite-element model can well simulate the behavior of beam-to-column web rigid connections under cyclic load. The study is rather systematic. The conclusion and design recommendations are very useful for instructing the project. This article plays a basis role of more study about seismic-resistant behavior of beam-to-column web connections.
本文在将考虑几何非线性、材料非线性和状态非线性的有限元程序计算结果与已有试验结果对比验证的基础上，对梁柱腹板刚性连接形式——栓焊连接进行了全面的有限元模拟，计算分析了梁柱腹板连接在循环荷载作用下的受力性能、破坏机理，在此基础上提出了拼接区剪应力分布新形式，为工程设计提供了理论依据。有限元分析中考虑了梁翼缘连接板伸出柱翼缘长度、梁的高度、梁翼缘厚度、柱翼缘厚度、柱翼缘宽度等参数对梁柱腹板连接抗震性能的影响，并利用正交设计对各参数的影响程度进行了分析，进而提出较优方案，使得连接具有较好的抗震性能。
在明晰了普通梁柱栓焊连接破坏机理的基础上，对梁柱腹板连接中的新型节点——梁腹板削弱型节点（RW型节点）和梁翼缘削弱型节点（RBS型节点）的抗震性能进行了初步分析，其中RBS型节点表现出了良好的塑性变形能力，为新型节点的进一步研究奠定了基础。
本文所建立的有限元模型考虑问题全面、精度较高，能够真实地模拟梁柱腹板刚性连接在循环荷载作用下的破坏行为。本文研究的内容比较系统，根据研究结果提出的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抗震性能打下了良好的基础。
Steel moment-resisting frames, which were considered having excellent performance for seismic resistance, were widely used in multi-stories or high-rise structures. But previous investigations of earthquake disaster indicated that many destroies occured in the steel frames to various extent, and mostly belonged to brittle fracture of beam-to-column connections, which indicated that cognitions on the damage mechanism of welded-bolted beam-to-column joints were rather inadequate. In fact, beam-to-column web connections are as widespread as flange connections in the steel frames, and the design and construction of them are more difficult. Studies on seismic-resistant behavior of beam-to-column web connections are not only significant from the theoretical aspect, but also important in practice.
Based on the verifications of the existing test results by the computation results from the nonlinear finite element program considering geometry, material and status nonlinearity, an thorough finite element simulation of the welded-bolted beam-to-column web connections is carried out. The behavior and fracture mechanism of web connections under cyclic load are analysed , then a new distribution mode of shearing strength in the joint zone is put forward based on the computation results, which can provide basis for engineering design. During the parametric analysis, length of beam flange continuity plate sticking out column flange, height of beam, axial pressure of column, thickness of beam flange, thickness and width of column flange are considered to study their impact on the seismic-resistant behavior of the web connections. Subsequently, the influencing degree of these parameters is studied using orthogonal design and an reasonable scheme making the connections have preferable seismic-resistant behavior is gained simultaneously .
On the basis of damage mechanism of the common welded-bolted beam-to-column web connections, the seismic-resistant behavior of new types of web connections—RW Connections and RBS Connections is analysed introductively. The results make know that RBS Connections have excellent plastic deformation ability, which will lay a foundation for further study.
In conclusion, the finite-element model can well simulate the behavior of beam-to-column web rigid connections under cyclic load. The study is rather systematic. The conclusion and design recommendations are very useful for instructing the project. This article plays a basis role of more study about seismic-resistant behavior of beam-to-column web connections.
引文
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［3］ 杜兴信. 基于小波变换的动态地震活动周期分析. 地震，1997，17(3)
［4］ Dune, K. Miller., “Lessons Learned from the Northridge Earthquake”, Engineering Structures, 20(4-6), 1998, pp.249-260.
［5］ 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)
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［9］ 郭秉山，顾强. 钢框架梁柱腹板连接中加劲肋的作用. 西安科技学院学报，2003，V23，增刊
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［11］ SEAOC, “Recommended Lateral Force Requirement and Commentary”, Str－uctural Engineers Association of California, Sacramento, 1988.
［12］ ICBO, “Uniform Building Code”, International Conference of Building Officials, Whittier, CA, 1997.
［13］ AISC, “Seismic Provisions for Structural Steel Buildings”, American Institute of Steel Construction, Chicago, 1997.
［14］ 中华人民共和国国家标准, 建筑抗震设计规范(GB50011-2001)，国家标准《建筑抗震设计规范》管理组.
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Details”, Journal of the Structural Division, American Society of Civil Engineers, Proc. Paper, No.16880, 108(ST2)(1982), pp.393-409.
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［2］ 胡聿贤. 地震工程学. 北京：地震出版社，1988.
［3］ 杜兴信. 基于小波变换的动态地震活动周期分析. 地震，1997，17(3)
［4］ Dune, K. Miller., “Lessons Learned from the Northridge Earthquake”, Engineering Structures, 20(4-6), 1998, pp.249-260.
［5］ 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)
［6］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.
［7］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.
［8］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.
［9］ 郭秉山，顾强. 钢框架梁柱腹板连接中加劲肋的作用. 西安科技学院学报，2003，V23，增刊
［10］ Chen, W.F. and Lui, E.M., “Static Flange Moment Connections”, J. Construct. Steel Research, Vol.10, 1988.
［11］ SEAOC, “Recommended Lateral Force Requirement and Commentary”, Str－uctural Engineers Association of California, Sacramento, 1988.
［12］ ICBO, “Uniform Building Code”, International Conference of Building Officials, Whittier, CA, 1997.
［13］ AISC, “Seismic Provisions for Structural Steel Buildings”, American Institute of Steel Construction, Chicago, 1997.
［14］ 中华人民共和国国家标准, 建筑抗震设计规范(GB50011-2001)，国家标准《建筑抗震设计规范》管理组.
［15］ EC3, “Design of Steel Structures, Part I: European Committee for Standardization”, CEN, Brussels, 1992.
［16］ 中国建筑技术研究院. 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.
［17］ FEMA, “Interim Guidelines: Evaluation, Repair, Modification and Design of Steel Moment Frames”, FEMA-267, Rep.No. SAC-95-02, SAC Joint Venture, Calif., 1995.
［18］ Engelhardt, M.D. and Husain, A.S., “Cyclic-loading Perfomance of Welded Flange-Bolted Web Connections” , Journal of the Structural Engineering, American Society of Civil Engineers, Vol.119, No.12, 1993, pp.3537-3530.
［19］ Popov, E.P., Balan, T.A., and Yang, T.S., “Post-Northridge Earthquake Seismic Steel Moment Connections”, Earthquake Spectra, Vol.14, No.4, 1998, pp. 659-677.
［20］ 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.
［21］ 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.
［22］ 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.
［23］ 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.
［24］ Tsai, K.C., “Steel Beam- Column Joints in Seismic Moment Resisting Frames”, Doctoral Dissertation, Department of Civil Engineering, U. Calif., Berkeley, 1988.
［25］ 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.
［26］ 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.
［27］ 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.
［28］ 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.
［29］ 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.
［30］ 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.
［31］ Chen, W.F., and Patel, K.V., “Static Behavior of Beam-to-Column Moment Connections”, Journal of the Structural Division, American Society of Civil Engineers, 1981, 107(ST9), pp.1815-1838.
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