钢梁柱弱轴顶底角钢半刚性连接的抗弯特性
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摘要
为了解顶底角钢半刚性连接的抗弯特性,利用简化的斜率-位移方程推导了半刚性连接初始刚度的计算公式,根据角钢的塑性特性计算了半刚性连接的极限弯矩,进行了两类柱弱轴顶底角钢半刚性连接的抗弯试验,并利用三参数幂函数模型模拟了所研究的半刚性连接的弯矩-转角曲线.结果表明,模拟结果与试验结果吻合很好,文中提出的新型连接形式具有很好的抗弯能力.
In order to investigate the flexural resistance of semi-rigid connections,a formula was deduced based on the simplified slope-displacement equation to calculate the initial stiffness of the semi-rigid connection with top-and-seat angles.The ultimate moment of the connection was then obtained according to the plastic characteristics of the angle.Moreover,the flexural behaviors of two types of semi-rigid connections of column minor axis with top-and-seat angles were experimentally discussed.The moment-rotation characteristics of the above-mentioned connections were finally simulated by using the three-parameter power model.The results show that the simulated results accord well with the experimental ones,and that the new connection form designed in this research possesses good moment capacity.
In order to investigate the flexural resistance of semi-rigid connections,a formula was deduced based on the simplified slope-displacement equation to calculate the initial stiffness of the semi-rigid connection with top-and-seat angles.The ultimate moment of the connection was then obtained according to the plastic characteristics of the angle.Moreover,the flexural behaviors of two types of semi-rigid connections of column minor axis with top-and-seat angles were experimentally discussed.The moment-rotation characteristics of the above-mentioned connections were finally simulated by using the three-parameter power model.The results show that the simulated results accord well with the experimental ones,and that the new connection form designed in this research possesses good moment capacity.
引文
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[2]prEN1993-1-8(E),Eurocode 3,Design of steel structures(Part 1.8):design of joints[S].
[3]ANSI/AISC 360-05,Specification for structural steelbuildings[S].
[4]GB 50017—2003,钢结构设计规范[S].
[5]Kishi N,Chen W F.Semi-rigid steel beam-to-column con-nections:database and modeling[J].Journal of StructuralEngineering,ASCE,1989,115(1):105-119.
[6]Rentschler G P,Chen W F,Driscoll G C.Beam-to-co-lumn web connection details[J].Journal of Structural Di-vision,ASCE,1982,108(ST2):393-409.
[7]Davison J B,Kirby P A,Nethercot D A.Rotational stiff-ness characteristics of steel beam-to-column connections[J].J Construct Steel Research,1987,8:17-54.
[8]Yardimci N,Yorgun C,Arda T S.Tests on beam-columnstrong and weak axis connections[J].Computers&Structures,1996,61(3):393-399.
[9]Lima de L R O,Andrade de S A L,Vellasco da S P C G,et al.Experimental and mechanical model for predictingthe behavior of minor axis beam-to-column semi-rigidjoints[J].International Journal of Mechanical Science,2002,44:1047-1065.
[10]Azizinamimi A,Bradburn J H,Radziminski J B.Initialstiffness of semi-rigid steel beam-to-column connections[J].J Construct Steel Research,1987,8:71-90.
[11]Kishi N,Chen W F.Moment-rotation relations of semi-rigid connections with angles[J].Journal of StructuralEngineering,ASCE,1990,116(7):1813-1834.
[2]prEN1993-1-8(E),Eurocode 3,Design of steel structures(Part 1.8):design of joints[S].
[3]ANSI/AISC 360-05,Specification for structural steelbuildings[S].
[4]GB 50017—2003,钢结构设计规范[S].
[5]Kishi N,Chen W F.Semi-rigid steel beam-to-column con-nections:database and modeling[J].Journal of StructuralEngineering,ASCE,1989,115(1):105-119.
[6]Rentschler G P,Chen W F,Driscoll G C.Beam-to-co-lumn web connection details[J].Journal of Structural Di-vision,ASCE,1982,108(ST2):393-409.
[7]Davison J B,Kirby P A,Nethercot D A.Rotational stiff-ness characteristics of steel beam-to-column connections[J].J Construct Steel Research,1987,8:17-54.
[8]Yardimci N,Yorgun C,Arda T S.Tests on beam-columnstrong and weak axis connections[J].Computers&Structures,1996,61(3):393-399.
[9]Lima de L R O,Andrade de S A L,Vellasco da S P C G,et al.Experimental and mechanical model for predictingthe behavior of minor axis beam-to-column semi-rigidjoints[J].International Journal of Mechanical Science,2002,44:1047-1065.
[10]Azizinamimi A,Bradburn J H,Radziminski J B.Initialstiffness of semi-rigid steel beam-to-column connections[J].J Construct Steel Research,1987,8:71-90.
[11]Kishi N,Chen W F.Moment-rotation relations of semi-rigid connections with angles[J].Journal of StructuralEngineering,ASCE,1990,116(7):1813-1834.
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