高强钢外伸式端板节点性能试验与有限元分析
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摘要
为了解高强钢端板连接节点的受力性能和失效机理,对Q690和Q960高强钢端板连接节点进行足尺模型试验研究和有限元模拟分析,并将试验结果与采用欧洲规范EC3的计算结果、有限元分析结果进行对比.研究结果表明:节点的失效模式为端板破坏和螺栓断裂;高强钢端板连接节点具有良好的转动能力;EC3中用于普通钢端板连接节点承载能力计算和失效模式预测的组件法可直接用于高强钢端板连接节点,但转动刚度的计算公式并不适用,且EC3关于保障节点转动能力的相关要求对高强钢端板连接节点偏于保守.本文建立的有限元模型可准确模拟该端板连接节点的弯矩-转角关系和失效模式.
In order to reveal more information and understand the behavior and failure mechanisms of high strength steel endplate connections, a full-scale experimental and numerical study is carried out and presented in this paper. Moreover, their experimental behaviors are compared to the numerical results and relative provisions of Eurocode 3. The test results show that the failure mode of high strength steel end plate connections is bolt failure with flange yielding, and the rotation capacity of high strength steel beam-to-column end plate connections is sufficient. Furthermore, the component-based method of Eurocode 3 based on mild steel connections is used to calculate the plastic resistance and to predict the failure mode of high strength steel end plate connections, but it is not suitable to predict their stiffness. Meanwhile, the suggestions on rotation capacity of connections proposed in Eurocode 3 are too conservative for high strength steel end plate connections. The validation of this numerical modelling against all representative experimental results is further verified on moment-rotation relationship and failure mode, which shows good agreements.
In order to reveal more information and understand the behavior and failure mechanisms of high strength steel endplate connections, a full-scale experimental and numerical study is carried out and presented in this paper. Moreover, their experimental behaviors are compared to the numerical results and relative provisions of Eurocode 3. The test results show that the failure mode of high strength steel end plate connections is bolt failure with flange yielding, and the rotation capacity of high strength steel beam-to-column end plate connections is sufficient. Furthermore, the component-based method of Eurocode 3 based on mild steel connections is used to calculate the plastic resistance and to predict the failure mode of high strength steel end plate connections, but it is not suitable to predict their stiffness. Meanwhile, the suggestions on rotation capacity of connections proposed in Eurocode 3 are too conservative for high strength steel end plate connections. The validation of this numerical modelling against all representative experimental results is further verified on moment-rotation relationship and failure mode, which shows good agreements.
引文
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[16]李国强,石文龙,王静峰.半刚性连接钢框架结构设计[M].北京:中国建筑工业出版社,2009:4—7.LI G Q,SHI W L,WANG J F.Design of steel frames with semirigid connections[M].Beijing:China Architecture&Building Press,2009:4—7.(In Chinese)
[17]李国强,李明菲,殷颖智,等.高温下高强度螺栓20Mn Ti B钢的材料性能试验研究[J].土木工程学报,2001,34(5):100—104.LI G Q,LI M F,YIN Y Z,et al.Experimental studies on the behavior of high-strength bolts made of 20Mn Ti B steel at elevated temperatures[J].China Civil Engineering Journal,2001,34(5):100—104.(In Chinese)
[18]WILKINSON S,HURDMAN G,CROWTHER A.A moment resisting connection for earthquake resistant structures[J].Journal of Constructional Steel Research,2006,62(3):295—302.
[19]DASILVA L S,SANTIAGO A,REAL P V.Post-limit stiffness and ductility of end-plate beam-to-column steel joints[J].Computers&Structures,2002,80(5):515—531.
[20]EN 1993-1-2 Eurocode 3—design of steel structures—part 1-2:general rules—structural fire design[S].Brussels:European Committee for Standardization,2005:45—46.
[2]何益斌,黄频,郭健,等.外伸端板节点有限元分析[J].湖南大学学报(自然科学版),2009,36(5):1—6.HE Y B,HUANG P,GUO J,et al.Finite element analysis for extended endplate connections[J].Journal of Hunan University(Natural Sciences),2009,36(5):1—6.(In Chinese)
[3]郭健,何益斌,黄频,等.端板连接节点中端板强度计算[J].湖南大学学报(自然科学版),2008,35(2):13—16.GUO J,HE Y B,HUANG P,et al.Calculation of end-plate strength in end-plate connections[J].Journal of Hunan University(Natural Sciences),2008,35(3):13—16.(In Chinese)
[4]GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003:14—17.GB 50017—2003 Code for design of steel structures[S].Beijing:China Planning Press,2003:14—17.(In Chinese)
[5]EN 1993-1-8 Eurocode 3—design of steel structures—part1-8:design of joints[S].Brussels:European Committee for Standardization,2005:60—100.
[6]EN 1993-1-12 Eurocode 3—design of steel structures—part 1-12:additional rules for the extension of EN 1993 up to steel grade S700[S].Brussels:European Committee for Standardization,2007:3—4.
[7]乐毓敏.Q690高强钢T型连接极限变形能力研究[J].佳木斯大学学报,2013,31(2):199—202.YUE Y M.Study on the performance of Q690 high strength steel Tstub connections[J].Journal of Jiamusi University:Natural Science Edition,2013,31(2):199—202.(In Chinese)
[8]COELHO A M G,SILVA L S,BIJLAARD F S K.Experimental behaviour of high strength steel end-plate connections[J].Journal of Constructional Steel Research,2007,63(9):1228—1240.
[9]COELHO A M G,SILVA L S,BIJLAARD F S K.Experimental assessment of the ductility of extended end plate connections[J].Engineering Structures,2004,26(9):1185—1206.
[10]COELHO A M G,BIJLAARD F S K.Ductility of high strength steel moment connections[J].The International Journal of Advanced Steel Construction,2007,3(4):765—783.
[11]孙飞飞,孙密,李国强,等.Q690高强钢端板连接梁柱节点抗震性能试验研究[J].建筑结构学报,2014,35(4):116—124.SUN F F,SUN M,LI G Q,et al.Experimental study on seismic behavior of high-strength steel beam-to-column end-plate connections[J].Journal of Building Structures,2014,35(4):116—124.(In Chinese)
[12]QIANG X,BIJLAARD F S K,KOLSTEIN H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions—Part 1:Experimental study[J].Engineering Structures,2014,64(4):23—38.
[13]QIANG X,BIJLAARD F S K,KOLSTEIN H,et al.Behaviour of beam-to-column high strength steel endplate connections under fire conditions—Part 2:Numerical study[J].Engineering Structures,2014,64(4):39—51.
[14]QIANG X,JIANG X,BIJLAARD F S K,et al.Post-fire behaviour of high strength steel endplate connections—Part 1:Experimental study[J].Journal of Constructional Steel Research,2015,108:82—93.
[15]QIANG X,JIANG X,BIJLAARD F S K,et al.Post-fire behaviour of high strength steel endplate connections—Part 2:Numerical study[J].Journal of Constructional Steel Research,2015,108:94—102.
[16]李国强,石文龙,王静峰.半刚性连接钢框架结构设计[M].北京:中国建筑工业出版社,2009:4—7.LI G Q,SHI W L,WANG J F.Design of steel frames with semirigid connections[M].Beijing:China Architecture&Building Press,2009:4—7.(In Chinese)
[17]李国强,李明菲,殷颖智,等.高温下高强度螺栓20Mn Ti B钢的材料性能试验研究[J].土木工程学报,2001,34(5):100—104.LI G Q,LI M F,YIN Y Z,et al.Experimental studies on the behavior of high-strength bolts made of 20Mn Ti B steel at elevated temperatures[J].China Civil Engineering Journal,2001,34(5):100—104.(In Chinese)
[18]WILKINSON S,HURDMAN G,CROWTHER A.A moment resisting connection for earthquake resistant structures[J].Journal of Constructional Steel Research,2006,62(3):295—302.
[19]DASILVA L S,SANTIAGO A,REAL P V.Post-limit stiffness and ductility of end-plate beam-to-column steel joints[J].Computers&Structures,2002,80(5):515—531.
[20]EN 1993-1-2 Eurocode 3—design of steel structures—part 1-2:general rules—structural fire design[S].Brussels:European Committee for Standardization,2005:45—46.