高强钢梁柱外伸式端板节点常温与火灾后性能参数分析
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摘要
为了解端板厚度、螺栓直径、螺栓预紧力、柱翼缘厚度、端板钢材强度及过火温度等因素对高强钢端板连接节点力学性能的影响,对薄高强钢端板替代厚普通钢端板这一设计理念进行深入探讨,采用ABAQUS对高强钢端板连接节点进行有限元分析.有限元分析结果表明:端板厚度增加,节点的初始转动刚度和极限承载力提高,转动能力下降;螺栓直径增加,节点的初始转动刚度、极限承载力及转动能力均提高;螺栓预紧力增加,节点的初始转动刚度提高,极限承载力和转动能力基本不变;柱翼缘厚度增加,节点的初始转动刚度提高,极限承载力基本不变,转动能力略有减小;端板钢材强度增加,节点的初始刚度基本不变,极限承载力提高,转动能力在端板钢材强度不超过Q460时基本不变,高于Q460后显著减小;与采用较厚普通钢端板的节点相比,采用薄高强钢端板的节点常温下和火灾后均可达到相似的承载力、相近甚至更高的转动能力;端板连接节点火灾后可能发生失效模式转变,甚至由延性转变为脆性的失效模式.
In order to understand the effects of endplate thickness,bolt diameter,bolt pretension,thickness of column flange,steel grade of endplate and fire temperatures on the behavior of high-strength steel beam-to-column endplate connections,a design concept that thin high-strength steel plate is used to replace the general thick steel plate is deeply discussed,and this paper presents a parametric analysis by using finite element modeling.The results presented herein show that with the increase of the endplate thickness,the initial rotation stiffness and peak moment increase,but the rotation capacity decreases.With the increase of the bolt diameter,the initial rotation stiffness,peak moment and rotation capacity increase.With the increase of the bolt pretension,the initial rotation stiffness increase,but no difference of the peak moment and rotation capacity occurs.With the increase of the column flange thickness,the initial rotation stiffness decrease,but the peak moment has no difference and the rotation capacity slightly decreases.With the increase of the steel grade of the endplate,the initial rotation stiffness remains,the peak moment increases and the rotation capacity remains when the steel grade of the endplate doesn't exceed Q460,while the rotation capacity decreases observably when the steel grade of endplate exceeds Q460.A proper design using a thinner high-strength steel endplate can achieve the similar load-bearing capacity and comparable or even higher rotation capacity,in comparison to a connection with thicker mild steel endplate,no matter at ambient temperature or after fire.Further,the failure mode of the endplate connections may be changed after fire,even from a ductile failure mode to a brittle failure mode.
In order to understand the effects of endplate thickness,bolt diameter,bolt pretension,thickness of column flange,steel grade of endplate and fire temperatures on the behavior of high-strength steel beam-to-column endplate connections,a design concept that thin high-strength steel plate is used to replace the general thick steel plate is deeply discussed,and this paper presents a parametric analysis by using finite element modeling.The results presented herein show that with the increase of the endplate thickness,the initial rotation stiffness and peak moment increase,but the rotation capacity decreases.With the increase of the bolt diameter,the initial rotation stiffness,peak moment and rotation capacity increase.With the increase of the bolt pretension,the initial rotation stiffness increase,but no difference of the peak moment and rotation capacity occurs.With the increase of the column flange thickness,the initial rotation stiffness decrease,but the peak moment has no difference and the rotation capacity slightly decreases.With the increase of the steel grade of the endplate,the initial rotation stiffness remains,the peak moment increases and the rotation capacity remains when the steel grade of the endplate doesn't exceed Q460,while the rotation capacity decreases observably when the steel grade of endplate exceeds Q460.A proper design using a thinner high-strength steel endplate can achieve the similar load-bearing capacity and comparable or even higher rotation capacity,in comparison to a connection with thicker mild steel endplate,no matter at ambient temperature or after fire.Further,the failure mode of the endplate connections may be changed after fire,even from a ductile failure mode to a brittle failure mode.
引文
[1]施刚,班慧勇,石永久,等.高强度钢材钢结构研究进展综述[J].工程力学,2013,30(1):1-13.SHI G,BAN H Y,SHI Y J,et al.Overview of research progress for high strength steel structures[J].Engineering Mechanics,2013,30(1):1-13.(In Chinese)
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[4]COELHO A M G,BIJLAARD F.High strength steel in building and civil engineering structures:design of connections[J].Advances in Structural Engineering,2010,13(3):413-429.
[5]EN 1993-1-8Eurocode 3:design of steel structures-part 1-8:design of joints[S].Brussels:CEN,2005:60-100.
[6]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)
[7]QIANG X H,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.
[8]强旭红,武念铎,任楚超,等.高强钢工程应用及梁柱端板连接节点研究进展[C]//钢结构建筑工业化与新技术应用.北京:中国建筑工业出版社,2016:65-73.QIANG X H,WU N D,REN C C,et al.Engineering application of high strength steel and research progress on endplate connections[C]//Industrial Construction of Steel Structures and Application of New Technologies.Beijing:China Architecture&Building Press,2016:65-73.(In Chinese)
[9]施刚,石永久,王元清.钢框架梁柱端板连接的非线性有限元分析[J].工程力学,2008,25(12):79-85.SHI G,SHI Y J,WANG Y Q.Nonlinear finite element analysis of end-plate connections in steel frames[J].Engineering Mechanics,2008,25(12):79-85.(In Chinese)
[10]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)
[11]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 connection[J].Journal of Hunan University(Natural Sciences),2008,35(3):13-16.(In Chinese)
[12]DIAZ C,VICTORIA M,MARTI P,et al.FE model of beamto-column extended end-plate joints[J].Journal of Constructional Steel Research,2011,67(10):1578-1590.
[13]QIANG X H,JIANG X,BIJLAARD F S K,et al.Post-fire behaviour of high strength steel endplate connections—Part2:numerical study[J].Journal of Constructional Steel Research,2015,108:94-102.
[14]QIANG X H,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):23-38.
[15]罗云蓉,王清远,刘永杰,等.Q235、Q345钢结构材料的低周疲劳性能[J].四川大学学报(工程科学版),2012,44(2):169-175.LUO Y R,WANG Q Y,LIU Y J,et al.Low cycle fatigue properties of steel structure materials Q235and Q345[J].Journal of Sichuang University(Engineering Science Edition),2012,44(2):169-175.(In Chinese)
[16]王卫永,刘兵,李国强.高强度Q460钢材高温力学性能试验研究[J].防灾减灾工程学报,2012,32(5):30-35.WANG W Y,LIU B,LI G Q.Experimental study on mechanical properties of Q460high strength steel at elevated temperature[J].Journal of Disaster Prevention and Mitigation Engineering,2012,32(5):30-35.(In Chinese)
[17]楼国彪,俞珊,王锐.高强度螺栓过火冷却后力学性能试验研究[J].建筑结构学报,2012,33(2):33-40.LOU G B,YU S,WANG R.Mechanical properties of highstrength bolts after bolts[J].Journal of Building Structures,2012,33(2):1-10.(In Chinese)
[18]陈建锋,曹平周.高温后结构钢力学性能试验[J].解放军理工大学学报(自然科学版),2010,11(3):328-333.CHEN J F,CAO P Z.Experimental investigation into mechanical properties of steel post high temperatures[J].Journal of PLA University of Science and Technology(Natural Science Edition),2010,11(3):328-333.(In Chinese)
[19]QIANG X H,BIJLAARD F S K,KOLSTEIN H.Post-fire mechanical properties of high strength structural steels S460and S690[J].Engineering Structures,2012,35:1-10.
[20]QIANG X H,BIJLAARD F S K,KOLSTEIN H.Post-fire performance of very high strength steel S960[J].Steel Construction,2013,80(1):235-242.
[21]EN 1993-1-2Eurocode 3—design of steel structures—Part 1-2:general rules-structural fire design[S].Brussels:CEN,2005:45-46.
[22]GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003:20-21.GB 50017—2003Code for design of steel structures[S].Beijing:China Planning Press,2003:20-21.(In Chinese)
[23]陈绍蕃.钢结构设计原理[M].北京:科学出版社,2005:288CHEN S F.Principles of steel structure design[M].Beijing:Science Press,2005:288-290.(In Chinese)
[2]QIANG X H,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.
[3]COELHO A M G,BIJLAARD F S K.Experimental behaviour of high strength steel end-plate connections[J].Journal of Constructional Steel Research,2007,63:1228-1240.
[4]COELHO A M G,BIJLAARD F.High strength steel in building and civil engineering structures:design of connections[J].Advances in Structural Engineering,2010,13(3):413-429.
[5]EN 1993-1-8Eurocode 3:design of steel structures-part 1-8:design of joints[S].Brussels:CEN,2005:60-100.
[6]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)
[7]QIANG X H,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.
[8]强旭红,武念铎,任楚超,等.高强钢工程应用及梁柱端板连接节点研究进展[C]//钢结构建筑工业化与新技术应用.北京:中国建筑工业出版社,2016:65-73.QIANG X H,WU N D,REN C C,et al.Engineering application of high strength steel and research progress on endplate connections[C]//Industrial Construction of Steel Structures and Application of New Technologies.Beijing:China Architecture&Building Press,2016:65-73.(In Chinese)
[9]施刚,石永久,王元清.钢框架梁柱端板连接的非线性有限元分析[J].工程力学,2008,25(12):79-85.SHI G,SHI Y J,WANG Y Q.Nonlinear finite element analysis of end-plate connections in steel frames[J].Engineering Mechanics,2008,25(12):79-85.(In Chinese)
[10]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)
[11]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 connection[J].Journal of Hunan University(Natural Sciences),2008,35(3):13-16.(In Chinese)
[12]DIAZ C,VICTORIA M,MARTI P,et al.FE model of beamto-column extended end-plate joints[J].Journal of Constructional Steel Research,2011,67(10):1578-1590.
[13]QIANG X H,JIANG X,BIJLAARD F S K,et al.Post-fire behaviour of high strength steel endplate connections—Part2:numerical study[J].Journal of Constructional Steel Research,2015,108:94-102.
[14]QIANG X H,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):23-38.
[15]罗云蓉,王清远,刘永杰,等.Q235、Q345钢结构材料的低周疲劳性能[J].四川大学学报(工程科学版),2012,44(2):169-175.LUO Y R,WANG Q Y,LIU Y J,et al.Low cycle fatigue properties of steel structure materials Q235and Q345[J].Journal of Sichuang University(Engineering Science Edition),2012,44(2):169-175.(In Chinese)
[16]王卫永,刘兵,李国强.高强度Q460钢材高温力学性能试验研究[J].防灾减灾工程学报,2012,32(5):30-35.WANG W Y,LIU B,LI G Q.Experimental study on mechanical properties of Q460high strength steel at elevated temperature[J].Journal of Disaster Prevention and Mitigation Engineering,2012,32(5):30-35.(In Chinese)
[17]楼国彪,俞珊,王锐.高强度螺栓过火冷却后力学性能试验研究[J].建筑结构学报,2012,33(2):33-40.LOU G B,YU S,WANG R.Mechanical properties of highstrength bolts after bolts[J].Journal of Building Structures,2012,33(2):1-10.(In Chinese)
[18]陈建锋,曹平周.高温后结构钢力学性能试验[J].解放军理工大学学报(自然科学版),2010,11(3):328-333.CHEN J F,CAO P Z.Experimental investigation into mechanical properties of steel post high temperatures[J].Journal of PLA University of Science and Technology(Natural Science Edition),2010,11(3):328-333.(In Chinese)
[19]QIANG X H,BIJLAARD F S K,KOLSTEIN H.Post-fire mechanical properties of high strength structural steels S460and S690[J].Engineering Structures,2012,35:1-10.
[20]QIANG X H,BIJLAARD F S K,KOLSTEIN H.Post-fire performance of very high strength steel S960[J].Steel Construction,2013,80(1):235-242.
[21]EN 1993-1-2Eurocode 3—design of steel structures—Part 1-2:general rules-structural fire design[S].Brussels:CEN,2005:45-46.
[22]GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003:20-21.GB 50017—2003Code for design of steel structures[S].Beijing:China Planning Press,2003:20-21.(In Chinese)
[23]陈绍蕃.钢结构设计原理[M].北京:科学出版社,2005:288CHEN S F.Principles of steel structure design[M].Beijing:Science Press,2005:288-290.(In Chinese)