梁—柱弱轴螺栓连接的性能
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摘要
工程中应用的H形钢柱框架是空间的,必然存在梁与柱弱轴连接的问题,但目前对此问题的研究还较少。已有的连接形式多以焊接为连接手段,复杂的应力状态与不易保证质量的现场焊接使连接易发生脆性断裂,试验研究中观察到的现象充分证明了这一点。如何改善连接的性能,使它具有相协调的刚度与承载力,足够大的转动能力及良好的耗能能力,成为众多研究者的目标。
本文提出一种新的梁-柱弱轴连接形式,它的特点是用螺栓将梁翼缘与柱翼缘、梁腹板与柱腹板连接起来,消除了施工现场的焊接作业,使连接的质量更易于保证,从而减少脆性断裂的可能性。这种连接的另一个特点是主要的受力板件以承受剪力为主,用于结构中可充分发挥钢材的优势。
按照所提出的连接形式设计了8个试件,试件的设计不仅考虑了应用中可能出现的情况,而且提供不同试件间相互比较的共同基础。用经过验证的有限元方法对这8个试件进行单调荷载及循环荷载作用下的分析,考察了连接的传力特点、承载能力、初始转动刚度、弯矩一转角关系、恢复力模型、转角延性系数及耗能能力。通过研究,给出了便于结构分析应用的连接的弯矩一转角关系的数学表达式,指出应用这种连接形式应注意的一些问题。
Frames which use H-shape columns are spatial in essence. Minor axis beam-to-column connections are commonly encountered and little work was done on the issue. Existing connections are usually welded and subjected to brittle, fracture due to complicated stress distributions and incontrollable weld quality. It is the goal of many researchers to improve the performance of connections.The basic requirement is that connections should have proper stiffness and load-resisting capacity, and that have large rotation capacity and energy dissipation capacity.
The thesis presents a new type of minor axis beam-to-column bolted connection which connects beam flanges to column flanges and beam web to column web all by bolts. Welding is eliminated on construction site and connection quality is improved. Consequently, the probability of brittle fracture in connections is reduced. Moreover, connectors basically resist shear forces, which may take good advantage of steel.
Eight specimens are designed according to the presented connecting method, which consider not only probable usage in practice but also offer common basis for comparing. These specimens are analyzed under monotonic load and cyclic load using finite element method (FEM) which was proved to be adequate. Load-transmitting feature, ultimate strength, initial stiffness, M-6 relationship, restoring force, coefficient of rotation ductility and energy dissipation capacity are investigated. Mathematical expressions of M-θcurve are put forward. Some critical points in using this kind of connection are presented too.
本文提出一种新的梁-柱弱轴连接形式,它的特点是用螺栓将梁翼缘与柱翼缘、梁腹板与柱腹板连接起来,消除了施工现场的焊接作业,使连接的质量更易于保证,从而减少脆性断裂的可能性。这种连接的另一个特点是主要的受力板件以承受剪力为主,用于结构中可充分发挥钢材的优势。
按照所提出的连接形式设计了8个试件,试件的设计不仅考虑了应用中可能出现的情况,而且提供不同试件间相互比较的共同基础。用经过验证的有限元方法对这8个试件进行单调荷载及循环荷载作用下的分析,考察了连接的传力特点、承载能力、初始转动刚度、弯矩一转角关系、恢复力模型、转角延性系数及耗能能力。通过研究,给出了便于结构分析应用的连接的弯矩一转角关系的数学表达式,指出应用这种连接形式应注意的一些问题。
Frames which use H-shape columns are spatial in essence. Minor axis beam-to-column connections are commonly encountered and little work was done on the issue. Existing connections are usually welded and subjected to brittle, fracture due to complicated stress distributions and incontrollable weld quality. It is the goal of many researchers to improve the performance of connections.The basic requirement is that connections should have proper stiffness and load-resisting capacity, and that have large rotation capacity and energy dissipation capacity.
The thesis presents a new type of minor axis beam-to-column bolted connection which connects beam flanges to column flanges and beam web to column web all by bolts. Welding is eliminated on construction site and connection quality is improved. Consequently, the probability of brittle fracture in connections is reduced. Moreover, connectors basically resist shear forces, which may take good advantage of steel.
Eight specimens are designed according to the presented connecting method, which consider not only probable usage in practice but also offer common basis for comparing. These specimens are analyzed under monotonic load and cyclic load using finite element method (FEM) which was proved to be adequate. Load-transmitting feature, ultimate strength, initial stiffness, M-6 relationship, restoring force, coefficient of rotation ductility and energy dissipation capacity are investigated. Mathematical expressions of M-θcurve are put forward. Some critical points in using this kind of connection are presented too.
引文
[1]中华人民共和国国家统计局 http://www.stats.gov.cn
[2]柴昶.我国建筑钢结构用钢材的现状与展望.钢结构2001年第1期Vol.16No.51
[3]刘锡良.国外建筑钢结构应用概况.金属世界2004年第四期
[4]李国强.多高层建筑钢结构设计.北京:中国建筑工业出版社,2004
[5]陈绍蕃、顾强主编.钢结构(上、下册).北京:中国建筑工业出版社,2003
[6]陈绍蕃.钢结构设计原理(第三版).北京:科学出版社,2005
[7]徐仁济译、徐德修校.钢结构细目.徐氏基金会出版、世界图书出版公司,1990,P347-352
[8]美国钢结构学会.水利电力部郑州机械设计研究所译.钢结构细部设计.中国建筑工业出版社,1987,P300-302
[9]Glenn P.Rentschler,W.F.Chen,George C.Driscoll,Beam-to-Column Web Connection Details,Journal of the Structural Division,February 1982
[10]Glenn P.Rentschler,W.F.Chen,George C.Driscoll,Tests of Beam-to-Column Web Moment Connections,Journal of the Structural Division,May 1980
[11]Kirit V.Patel,Wai F.Chen,Nonlinear analysis of steel moment connections,Journal of Structural Engineering,ASCE,110(8)(1984)1861-74
[12]George C.Driscoll,Lynn S.Beedle,Suggestions for Avoiding Beam-to-Column Web Connection Failure,Engineering Journal,AISC,First Quarter/1982,16-19
[13]W.F.Chen and E.M.Lui,Static web moment connections,Journal of Constructional Steel Research,Volume 10,1988,Pages 89-131
[14]Egor P.Popov,K.C.Tsai,Performance of Large Seismic Steel Moment Connections Under Cyclic Loads,Engineering Journal,AISC,Second Quarter/1989,51-60
[15]Chad S.Gilton,Chia-Ming Uang,Cyclic Response and Design Recommendations of Weak-Axis Reduced Beam Section Moment Connections,Journal of Structural Engineering,ASCE,128(4)(2002)452-463
[16]郭秉山.钢框架梁柱腹板连接在循环荷载作用下的滞回性能及抗震设计对策.西安建筑科技大学博士学位论文.西安,2004
[17]郭秉山、顾强、李养成.钢框架梁柱腹板连接梁翼缘对接焊缝的破坏机理.西安科技大学学报.Vol.24 No.4(Dec.2004)
[18]豆攀乔.顶底角钢与H型钢柱弱轴连接节点在静力荷载下受力性能分析.西安 建筑科技大学硕士学位论文.西安,2006
[19]刘洪波、谢礼立、邵永松.工字梁与H型柱腹板连接节点性能分析.工程力学.Vol23 No.12(Dec.2006)
[20]Charles G.Salmon,John E.Johnson,Steel Structures:Design and Behavior:Emphasizing Load and Resistance Factor Design,1990 by Harper & Row,Publishers,Inc.
[21]Specification for Structural Steel Buildings(ANSI/AISC 360-05),AISC,2005
[22]N.Kishi,R.Hasan,W.F.Chen,Y.Goto,Study of Eurocode 3 Steel Connection Classification,Engineering Structures,Volume 19,No.9,1997 Pages,772-779
[23]Reidar Bjorhovde,Andre Colson,Jacques Brozzetti,Classification System for Beam-to-Column Connections,Journal of Structural Engineering,ASCE,116(11)(1990)3059-3076
[24]D.A.Nethercot,T.Q.Li,B.Ahmed,Unified Classification System for Beam-to-Column Connections,Journal of Constructional Steel Research,Volume 45,No.1,1998,Pages 39-65
[25]Yoshiaki Goto,Satoshi Miyashita,Classification System for Rigid and Semirigid Connections,Journal of Structural Engineering,ASCE,124(7)(1998)750-757
[26]Rafiq Hasan,Norimitsu Kishi,Wai-Fah Chen,A New Nonlinear Connection Classification System,Journal of Constructional Steel Research,Volume 47,Issues 1-2,8 July 1998,Pages 119-140
[27]S.W.Jones,P.A.Kirby,D.A.Nethercot,Modeling of Semi-rigid Connection Behavior and Its Influence on Steel Column Behavior,Joints in Structural Steelwork,J.H.Howlett,W.M.Jenkins,and R.Stainsby,eds.,Pentech Press,United Kingdom,5.73-5.78
[28]Wai-Fah Chen,N.Kishi,Semirigid Steel Beam-to-Column Connections:Data Base and Modeling,Journal of Structural Engineering,ASCE,115(1)(1989)105-119
[29]Ralph M.Richard,Barry J.Abbott,Versatile Elastic-Plastic Stress-Strain Formula,Journal of the Engineering Mechanics Division,Proceedings of the American Society of Civil Engineering,Vol.101,No.EM4,August,1975,511-515
[30]Peter C.Birkemoe,High-Strength Bolting:Recent Research and Design Practice,Proceedings of the W.H.Munse Symposium 《Behavior of Metal Structures》Research to Practice,Edited by W.J.Hall and M.P.Grans,Published by the American Society of Civil Engineers,New York,1983,103-127
[31]中华人民共和国国家标准,钢结构设计规范(GB50017-2003),北京:中国计划出版社,2003
[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(JGJ99-98),北京:中国建筑工业出版社,1998
[33]中华人民共和国行业标准,建筑抗震试验方法规程(JGJ101-96),北京:中国建筑工业出版社,1997
[2]柴昶.我国建筑钢结构用钢材的现状与展望.钢结构2001年第1期Vol.16No.51
[3]刘锡良.国外建筑钢结构应用概况.金属世界2004年第四期
[4]李国强.多高层建筑钢结构设计.北京:中国建筑工业出版社,2004
[5]陈绍蕃、顾强主编.钢结构(上、下册).北京:中国建筑工业出版社,2003
[6]陈绍蕃.钢结构设计原理(第三版).北京:科学出版社,2005
[7]徐仁济译、徐德修校.钢结构细目.徐氏基金会出版、世界图书出版公司,1990,P347-352
[8]美国钢结构学会.水利电力部郑州机械设计研究所译.钢结构细部设计.中国建筑工业出版社,1987,P300-302
[9]Glenn P.Rentschler,W.F.Chen,George C.Driscoll,Beam-to-Column Web Connection Details,Journal of the Structural Division,February 1982
[10]Glenn P.Rentschler,W.F.Chen,George C.Driscoll,Tests of Beam-to-Column Web Moment Connections,Journal of the Structural Division,May 1980
[11]Kirit V.Patel,Wai F.Chen,Nonlinear analysis of steel moment connections,Journal of Structural Engineering,ASCE,110(8)(1984)1861-74
[12]George C.Driscoll,Lynn S.Beedle,Suggestions for Avoiding Beam-to-Column Web Connection Failure,Engineering Journal,AISC,First Quarter/1982,16-19
[13]W.F.Chen and E.M.Lui,Static web moment connections,Journal of Constructional Steel Research,Volume 10,1988,Pages 89-131
[14]Egor P.Popov,K.C.Tsai,Performance of Large Seismic Steel Moment Connections Under Cyclic Loads,Engineering Journal,AISC,Second Quarter/1989,51-60
[15]Chad S.Gilton,Chia-Ming Uang,Cyclic Response and Design Recommendations of Weak-Axis Reduced Beam Section Moment Connections,Journal of Structural Engineering,ASCE,128(4)(2002)452-463
[16]郭秉山.钢框架梁柱腹板连接在循环荷载作用下的滞回性能及抗震设计对策.西安建筑科技大学博士学位论文.西安,2004
[17]郭秉山、顾强、李养成.钢框架梁柱腹板连接梁翼缘对接焊缝的破坏机理.西安科技大学学报.Vol.24 No.4(Dec.2004)
[18]豆攀乔.顶底角钢与H型钢柱弱轴连接节点在静力荷载下受力性能分析.西安 建筑科技大学硕士学位论文.西安,2006
[19]刘洪波、谢礼立、邵永松.工字梁与H型柱腹板连接节点性能分析.工程力学.Vol23 No.12(Dec.2006)
[20]Charles G.Salmon,John E.Johnson,Steel Structures:Design and Behavior:Emphasizing Load and Resistance Factor Design,1990 by Harper & Row,Publishers,Inc.
[21]Specification for Structural Steel Buildings(ANSI/AISC 360-05),AISC,2005
[22]N.Kishi,R.Hasan,W.F.Chen,Y.Goto,Study of Eurocode 3 Steel Connection Classification,Engineering Structures,Volume 19,No.9,1997 Pages,772-779
[23]Reidar Bjorhovde,Andre Colson,Jacques Brozzetti,Classification System for Beam-to-Column Connections,Journal of Structural Engineering,ASCE,116(11)(1990)3059-3076
[24]D.A.Nethercot,T.Q.Li,B.Ahmed,Unified Classification System for Beam-to-Column Connections,Journal of Constructional Steel Research,Volume 45,No.1,1998,Pages 39-65
[25]Yoshiaki Goto,Satoshi Miyashita,Classification System for Rigid and Semirigid Connections,Journal of Structural Engineering,ASCE,124(7)(1998)750-757
[26]Rafiq Hasan,Norimitsu Kishi,Wai-Fah Chen,A New Nonlinear Connection Classification System,Journal of Constructional Steel Research,Volume 47,Issues 1-2,8 July 1998,Pages 119-140
[27]S.W.Jones,P.A.Kirby,D.A.Nethercot,Modeling of Semi-rigid Connection Behavior and Its Influence on Steel Column Behavior,Joints in Structural Steelwork,J.H.Howlett,W.M.Jenkins,and R.Stainsby,eds.,Pentech Press,United Kingdom,5.73-5.78
[28]Wai-Fah Chen,N.Kishi,Semirigid Steel Beam-to-Column Connections:Data Base and Modeling,Journal of Structural Engineering,ASCE,115(1)(1989)105-119
[29]Ralph M.Richard,Barry J.Abbott,Versatile Elastic-Plastic Stress-Strain Formula,Journal of the Engineering Mechanics Division,Proceedings of the American Society of Civil Engineering,Vol.101,No.EM4,August,1975,511-515
[30]Peter C.Birkemoe,High-Strength Bolting:Recent Research and Design Practice,Proceedings of the W.H.Munse Symposium 《Behavior of Metal Structures》Research to Practice,Edited by W.J.Hall and M.P.Grans,Published by the American Society of Civil Engineers,New York,1983,103-127
[31]中华人民共和国国家标准,钢结构设计规范(GB50017-2003),北京:中国计划出版社,2003
[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(JGJ99-98),北京:中国建筑工业出版社,1998
[33]中华人民共和国行业标准,建筑抗震试验方法规程(JGJ101-96),北京:中国建筑工业出版社,1997