多层钢框架新型梁柱节点抗震性能研究
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摘要
钢结构连接可分为刚性连接、半刚性连接、理想铰支连接，它是钢结构设计中重要而又复杂的环节之一，节点连接的可靠性严重地影响着钢结构的整体性能。尤其是1994年发生在美国的北岭地震(Northridge Earthquake)造成大量刚性节点的脆性破坏以后，工程界围绕节点的问题开展了广泛的试验和理论研究，成为近年来的热门研究课题之一。本文在已有研究成果的基础上，借鉴部分学者的研究方法，采用试验研究、理论分析、非线性有限元分析相结合的方法，对钢框架梁柱T型连接节点进行了比较系统的分析与研究。
首先，根据钢框架强柱弱梁的抗震设计原则，按照有效控制梁上塑性铰位置的思路，提出采用在梁腹板上开孔的节点形式，制作了不同孔洞大小与不同位置的五组栓焊刚性连接试件，进行了反复荷载历程下的五组试件破坏试验，探讨了梁柱节点关键部位应力分布规律、滞回性能、节点破坏模式及极限承载能力，分析了不同构造对节点连接性能的影响。
其次，本文还对兼有刚性和铰支连接长处的带双腹板角钢的顶底角钢连接性能进行了一些初步探讨。同时将开孔的构造形式引入到带双腹板的项底角钢连接中，进行了不同构造形式的角钢半刚性连接节点在反复荷载历程下的试验，对节点刚度退化、滞回性能、约束关系及承载能力进行探讨，得到了一些结论，为钢框架梁柱半刚性节点设计、施工提供了良好的建议。
再次，利用ANSYS程序对节点进行非线性有限元计算分析，并与试验结果分析比较，结果与试验结果吻合较好。证明通过采用腹板开孔的节点构造形式，改变了梁翼缘的应力分布、节点的滞回特性和破坏模式，在严格焊缝工艺的情况下可以使节点的破坏模式从脆性破坏转变为梁的局部屈曲破坏，降低了连接焊缝发生脆性破坏的可能性，达到节点的破坏位置向梁中偏移的目的，从一定程度上改善了节点的延性性能。
Connection is divides into rigid connection, semi-rigid connection, ideal pin connection, and is an important and complicated content in the steel frame design. The reliability and effectivity of connections has much direct influence on the behavior of whole steel frame. Especially after the unexpected numerous brittle connection failures happened in the 1994 Northridge earthquake, many scholars have been attaching great importance to the observed connection problems in project circle, witch is one of the hot research subjects in recent years. This paper draws lessons from the research approaches of some scholars on the basis of existing research results. T-type connections of beam-to-column are systematical analyzed and researched by using the study methods of experiment study, theoretic analysis, nonlinear FEM.
Firstly, According to the antiseismic design principle of strong column and weak beam of steel frame and the idea of controlling the position of plastic hinge of beam effectively, the connection form that is impaired by hole on web is proposed, and five groups of test specimens with the different position and size of the hole are fabricated. At the same time, the failing test of five groups specimens under cyclic loading are carried out. The stress distribution of key position in the connection region, the hysteretic behavior of connection, and the failure mode and ultimate bearing capacity of connection are'discussed. Moreover, the influence of different structure on connection behaviors is also analyzed in this paper.
Secondly, the semi-rigid connection such as angle connections combined with advantages of rigid and hinge is also researched exploringly in this paper. At the same time, the structural form with the hole in beam web is introduced to the semi-rigid angle connection, and four groups tests under cyclic loading are carried out. The decrease of initial stiffness, the hysteretic behavior of connection, the constraint relation and the ultimate bearing capacity of connection are discussed. The relative conclusions are obtained and provide some advise for the design and construction of the beam-column semi-rigid connection of a steel frame.
Thirdly, by using the nonlinear finite element program named ANSYS program, three types of connections with different structure form are analyzed, and contrastive analyses are carried out with testing results. The comparison between the results of analysis and those of test is satisfactory. Theoretical calculation and testing results show that adopting the connection structural form with a hole in the web can change stress distribution of beam flange, the hysteretic behavior of connection, the failure mode and transform the failure mode of the connection from fragility damage to local buckling damage of beam, then reduce the possibility of fragility damage of weld, which improve the ductility performance of connection to a certain extent.
Finally, some conclusions and suggestions that are important to design and construction are obtained, and which provides a good basis for the further research of the connection behavior of beam-column connection.
首先，根据钢框架强柱弱梁的抗震设计原则，按照有效控制梁上塑性铰位置的思路，提出采用在梁腹板上开孔的节点形式，制作了不同孔洞大小与不同位置的五组栓焊刚性连接试件，进行了反复荷载历程下的五组试件破坏试验，探讨了梁柱节点关键部位应力分布规律、滞回性能、节点破坏模式及极限承载能力，分析了不同构造对节点连接性能的影响。
其次，本文还对兼有刚性和铰支连接长处的带双腹板角钢的顶底角钢连接性能进行了一些初步探讨。同时将开孔的构造形式引入到带双腹板的项底角钢连接中，进行了不同构造形式的角钢半刚性连接节点在反复荷载历程下的试验，对节点刚度退化、滞回性能、约束关系及承载能力进行探讨，得到了一些结论，为钢框架梁柱半刚性节点设计、施工提供了良好的建议。
再次，利用ANSYS程序对节点进行非线性有限元计算分析，并与试验结果分析比较，结果与试验结果吻合较好。证明通过采用腹板开孔的节点构造形式，改变了梁翼缘的应力分布、节点的滞回特性和破坏模式，在严格焊缝工艺的情况下可以使节点的破坏模式从脆性破坏转变为梁的局部屈曲破坏，降低了连接焊缝发生脆性破坏的可能性，达到节点的破坏位置向梁中偏移的目的，从一定程度上改善了节点的延性性能。
Connection is divides into rigid connection, semi-rigid connection, ideal pin connection, and is an important and complicated content in the steel frame design. The reliability and effectivity of connections has much direct influence on the behavior of whole steel frame. Especially after the unexpected numerous brittle connection failures happened in the 1994 Northridge earthquake, many scholars have been attaching great importance to the observed connection problems in project circle, witch is one of the hot research subjects in recent years. This paper draws lessons from the research approaches of some scholars on the basis of existing research results. T-type connections of beam-to-column are systematical analyzed and researched by using the study methods of experiment study, theoretic analysis, nonlinear FEM.
Firstly, According to the antiseismic design principle of strong column and weak beam of steel frame and the idea of controlling the position of plastic hinge of beam effectively, the connection form that is impaired by hole on web is proposed, and five groups of test specimens with the different position and size of the hole are fabricated. At the same time, the failing test of five groups specimens under cyclic loading are carried out. The stress distribution of key position in the connection region, the hysteretic behavior of connection, and the failure mode and ultimate bearing capacity of connection are'discussed. Moreover, the influence of different structure on connection behaviors is also analyzed in this paper.
Secondly, the semi-rigid connection such as angle connections combined with advantages of rigid and hinge is also researched exploringly in this paper. At the same time, the structural form with the hole in beam web is introduced to the semi-rigid angle connection, and four groups tests under cyclic loading are carried out. The decrease of initial stiffness, the hysteretic behavior of connection, the constraint relation and the ultimate bearing capacity of connection are discussed. The relative conclusions are obtained and provide some advise for the design and construction of the beam-column semi-rigid connection of a steel frame.
Thirdly, by using the nonlinear finite element program named ANSYS program, three types of connections with different structure form are analyzed, and contrastive analyses are carried out with testing results. The comparison between the results of analysis and those of test is satisfactory. Theoretical calculation and testing results show that adopting the connection structural form with a hole in the web can change stress distribution of beam flange, the hysteretic behavior of connection, the failure mode and transform the failure mode of the connection from fragility damage to local buckling damage of beam, then reduce the possibility of fragility damage of weld, which improve the ductility performance of connection to a certain extent.
Finally, some conclusions and suggestions that are important to design and construction are obtained, and which provides a good basis for the further research of the connection behavior of beam-column connection.
引文
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[13] 王珊，王保民；焊接钢框架节点性能试验研究；结构工程与振动研究报告集(4)，1999。
[14] 赵大伟，石永久，陈宏；低周往复荷载下梁柱节点的试验研究；建筑结构；2000，30(9)：3-6。
[15] 宋振森，顾强，郭兵；刚性钢框架梁柱连接试验研究[J]；建筑结构学报，2001，22[1]：53-56．。
[16] Kishi N, W.F chen, "Data base of steel beam-to-column connections", Vol.182, Struct.Engrg. Rep. No. CE-STR-86-26, School of Civ, Engrg. Purdue Univ. West Lafayette, Ind.
[17] 郭成喜，半刚性钢框架的内力性态分析，建筑结构，2002，32(5)：3-7。
[18] 郭兵等，梁柱端板连接节点滞回性能的试验研究，建筑结构学报，2002，23(3)：8-11。
[19] 王燕等，多高层钢框架梁柱半刚性连接性能，建筑结构，2000，30(9)：17-20。
[20] 李少甫，钢结构的螺栓端板连接，建筑结构，1998，28(8)：21-24。
[21] Douty, R.T. and Mc Guire, (1965). "High Strength Bolted Moment Connection", Struct. Div.,
ASCE, 91(2).
[22] Grundy, P.et. al.(1980), "Beam-to-Column Moment Connection", J. Struct. Div.,ASCE.
[23] F.S. and Chen,W.F(1990)"A design model for semi-rigid connections",Engineering Structure, 12(2):88-97.
[24] Yang, W.H.(1997),"he behavior and design of unstiffened seated beam connection", PhD thesis, Purdue University, West Lafayette, Ind.
[25] 中华人民共和国国家标准，《建筑抗震设计规范》(GB 50011—2001)
[26] SEAOC, Recommended Lateral Force Requirements and Commentary. Structural Engineers Associationof California, Sacramento, 1988
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[28] AISC, Seismic Provisions for Structural Steel Buildings. American Institute of Steel Construction, Chicago, 1997
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[30] Krawinkler, H., Bertero, V. V. and Popov, E. P. Shear Behavior of Steel Frame Joints. J. Struct. Div., Proc. ASCE, 1975,101(ST11):2317～2336
[31] Krawinkler, H., and Popov, E. P. Seismic Behavior of Moment Connections and Joints. J. Struct. Div., Proc., ASCE,1982,108(ST2):373～391
[32] 中华人民共和国行业标准，《高层民用建筑钢结构技术规程》(JGJ 99—98)。北京：建筑工业出版社，1998
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