铸钢件连接钢框架梁柱节点初始转动刚度计算
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摘要
提出了一种铸钢件连接钢框架梁柱节点初始转动刚度计算的方法.静载试验研究获得节点变形特性,根据变形特性提出了铸钢件受拉、受弯以及连接的刚度计算模型.采用ANSYS软件进行参数分析,验证该方法的适用性.结果表明:连接的转动变形主要由铸钢件、柱翼缘、柱腹板、螺栓的变形组成,其中铸钢件变形包含受拉和受弯2部分.本方法所得结果与试验结果符合较好,误差在5%以内,与有限元结果对比的标准差为12.6%,可以用于钢框架铸钢件连接节点初始转动刚度的计算,也可用于带肋板连接件的连接节点初始转动刚度的计算.
Cast steel connector used in steel frame beam-to-column connection was given and the calculation of initial rotation stiffness of this kind of joint was discussed.The deformation behavior of the joint was studied by static load tests,then the calculation model of cast steel connector in tension,on moment and the hole connection was obtained.By parameter analysis with software ANSYS,applicability of the research method was verified.Results show that the rotation deformation of connection mainly consists of the deformation of steel casting,column flange,column web and bolt;especially the deformation of connector is caused by both tension and moment.The proposed method coincides with the test results well and the error rate is limited to 5%.Compared with the finite element analysis,the standard deviation is 12.6%,so it could be used to calculate the initial rotation stiffness of beam-to-column connections with cast steel connector or other connectors fastened by stiffener.
Cast steel connector used in steel frame beam-to-column connection was given and the calculation of initial rotation stiffness of this kind of joint was discussed.The deformation behavior of the joint was studied by static load tests,then the calculation model of cast steel connector in tension,on moment and the hole connection was obtained.By parameter analysis with software ANSYS,applicability of the research method was verified.Results show that the rotation deformation of connection mainly consists of the deformation of steel casting,column flange,column web and bolt;especially the deformation of connector is caused by both tension and moment.The proposed method coincides with the test results well and the error rate is limited to 5%.Compared with the finite element analysis,the standard deviation is 12.6%,so it could be used to calculate the initial rotation stiffness of beam-to-column connections with cast steel connector or other connectors fastened by stiffener.
引文
[1]Whittaker A,Gilani A,Bertero V.Evaluation of pre-northridge steel moment-resisting frame joints[J].The Structural Design of Tall Buildings,1998,7(4):263-288.
[2]刘洪波,谢礼立,邵永松.钢框架结构的震害及其原因[J].世界地震工程,2006,22(4):47-51.
[3]林彦,刘锡良.铸钢节点的设计以及在工程中的应用[J].工业建筑,2005,35(11):27-30.
[4]邵永松,暴伟,徐树全.钢框架梁柱铸钢件连接节点研究现状分析[J].建筑结构学报,2010,31(S1):45-49.
[5]Fleischman R B,Sumer A,Li X J.Development ofmodular connections for steel special moment frames[C]∥Proceedings of the 2004Structures Congress-Building on the Past:Securing the Future.Nashville:American Society of Civil Engineers,2004:821-829.
[6]Fleischman R B,Sumer A.Optimum arm geometryfor ductile modular connectors[J].Journal of Struc-tural Engineering,2006,132(5):705-716.
[7]Fleischman R B,Li X J,Pan Y,et al.Cast modularpanel zone node for steel special moment frames,I:analytical development[J].Journal of Structural En-gineering,2007,133(10):1393-1403.
[8]Fleischman R B,Palmer N J,Wan G,et al.Castmodular panel zone node for steel special momentframes,II:experimental verification and system eval-uation[J].Journal of Structural Engineering,2007,133(10):1404-1414.
[9]陈惠发.钢框架稳定设计[M].上海:上海世界图书出版公司,1999.
[10]ComitéEuropéen de Normalisation(CEN).DIN EN1993-1-8NA-2010National Anner-Nationally deter-mined parameters-Eurocode 3:Design of steel struc-tures[S].Brussels:European Committee for Stand-ardization,2003.
[11]暴伟,金路,邵永松.部分端板连接梁柱组合节点初始转动刚度计算[J].哈尔滨工业大学学报,2007,39(S2):402-405.
[2]刘洪波,谢礼立,邵永松.钢框架结构的震害及其原因[J].世界地震工程,2006,22(4):47-51.
[3]林彦,刘锡良.铸钢节点的设计以及在工程中的应用[J].工业建筑,2005,35(11):27-30.
[4]邵永松,暴伟,徐树全.钢框架梁柱铸钢件连接节点研究现状分析[J].建筑结构学报,2010,31(S1):45-49.
[5]Fleischman R B,Sumer A,Li X J.Development ofmodular connections for steel special moment frames[C]∥Proceedings of the 2004Structures Congress-Building on the Past:Securing the Future.Nashville:American Society of Civil Engineers,2004:821-829.
[6]Fleischman R B,Sumer A.Optimum arm geometryfor ductile modular connectors[J].Journal of Struc-tural Engineering,2006,132(5):705-716.
[7]Fleischman R B,Li X J,Pan Y,et al.Cast modularpanel zone node for steel special moment frames,I:analytical development[J].Journal of Structural En-gineering,2007,133(10):1393-1403.
[8]Fleischman R B,Palmer N J,Wan G,et al.Castmodular panel zone node for steel special momentframes,II:experimental verification and system eval-uation[J].Journal of Structural Engineering,2007,133(10):1404-1414.
[9]陈惠发.钢框架稳定设计[M].上海:上海世界图书出版公司,1999.
[10]ComitéEuropéen de Normalisation(CEN).DIN EN1993-1-8NA-2010National Anner-Nationally deter-mined parameters-Eurocode 3:Design of steel struc-tures[S].Brussels:European Committee for Stand-ardization,2003.
[11]暴伟,金路,邵永松.部分端板连接梁柱组合节点初始转动刚度计算[J].哈尔滨工业大学学报,2007,39(S2):402-405.
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