Q460高强钢螺栓接头受力性能分析与评价
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摘要
在试验研究的基础上,对Q460高强钢螺栓横排和纵排连接接头的应力分布、破坏模式、螺栓受力及承载性能进行了有限元模拟,并与EC3规范关于孔壁承压、螺栓抗剪、净截面破坏及板件撕裂的理论计算值进行了对比。研究结果表明:有限元分析的荷载位移曲线规律及连接接头的极限承载力与试验结果基本吻合。当螺栓横向布置时,两孔受力较均匀,应力云图及塑性区域呈对称分布,拟合曲线点分布较离散,采用EC3规范理论计算值富裕度较大;当螺栓纵向布置时,两孔受力不均,端部螺栓孔变形较大,EC3规范计算端部螺栓和中部螺栓承载力均比较准确。本研究可为高强钢螺栓连接设计方法提供数据参考。
Based on experimental study,the stress distribution,failure mode,bolt force and the bearing capability of Q460 high-strength steel bolt joints,which are arranged in horizontal and vertical rows respectively,were simulated by finite element method,and the results were compared with EC3 code on hole wall pressure and bolt shear resistance,and with the theoretical calculation value of net section stress failure and plate tearing.Results show that the load-displacement curve and the ultimate bearing capacity of joint obtained by finite element analysis are in good agreement with experimental results.When bolts are laterally arranged,the two holes are more evenly stressed;the stress nephogram and the plastic range are distributed symmetrically;the distribution of fitting curve points is more discrete and the margin of applying EC3 standard theory is relatively large;while when bolts are longitudinally arranged,the two holes are unevenly stressed with the end of the bolt holes being deformed greatly,meanwhile the bearing capacity of end bolt and center bolt is more accurate by calculation of EC3 specification.In a word,above study may provide a reference for design of highstrength steel bolt connection.
Based on experimental study,the stress distribution,failure mode,bolt force and the bearing capability of Q460 high-strength steel bolt joints,which are arranged in horizontal and vertical rows respectively,were simulated by finite element method,and the results were compared with EC3 code on hole wall pressure and bolt shear resistance,and with the theoretical calculation value of net section stress failure and plate tearing.Results show that the load-displacement curve and the ultimate bearing capacity of joint obtained by finite element analysis are in good agreement with experimental results.When bolts are laterally arranged,the two holes are more evenly stressed;the stress nephogram and the plastic range are distributed symmetrically;the distribution of fitting curve points is more discrete and the margin of applying EC3 standard theory is relatively large;while when bolts are longitudinally arranged,the two holes are unevenly stressed with the end of the bolt holes being deformed greatly,meanwhile the bearing capacity of end bolt and center bolt is more accurate by calculation of EC3 specification.In a word,above study may provide a reference for design of highstrength steel bolt connection.
引文
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[10]郭宏超,皇垚华,刘云贺,等.Q460高强钢螺栓连接承载性能试验研究[J].土木工程学报,2018,51(3):81-89(GUO Hongchao,HUANG Yaohua,LIU Yunhe,et al.The experimental study on bearing capacity of Q460high-strength steel bolted connections[J].China Civil Engineering Journal,2018,51(3):81-89(in Chinese))
[11]郭宏超,肖枫,李炎隆,等.Q690高强钢螺栓抗剪连接承载性能试验研究[J].实验力学,2018,33(4):583-591(GUO Hongchao,XIAO Feng,LI Yanlong,et al.The experimental study on bearing capacity of Q690high strength steel bolted shear connections[J].Journal of Experimental Mechanics,2018,33(4):583-591(in Chinese))
[12]BS EN1993-1-8.Eurocode 3:Design of steel structures-Part 1-8:Design of joints[S].Brussels:European Committee for Standardisation,2005.
[13]BS EN1993-1-12.Eurocode 3:Design of steel structures-Part 1-12:Additional rules for the extension of EN1993up to steel grades S 700[S].Brussels:European Committee for Standardisation,2007.
[2]Dusicka P,Lewis G.High strength steel bolted connections with filler plates[J].Journal of Constructional Steel Research,2010,66(1):75-84.
[3]Kim T S,Kuwamura H,Cho T J.A parametric study on ultimate strength of single shear bolted connections with curling[J].Thin-Walled Structures,2008,46(1):38-53.
[4]Kim T S,Kuwamura H.Finite element modeling of bolted connections in thin-walled stainless steel plates under static shear[J].Thin-Walled Structures,2007,45(4):407-421.
[5]Moze P,Beg D.Investigation of high strength steel connections with several bolts in double shear[J].Journal of Constructional Steel Research,2011,67(3):333-347.
[6]Moze P,Beg D.High strength steel tension splices with one or two bolts[J].Journal of Constructional Steel Research,2010,66(8):1000-1010.
[7]Ju S H,Fan C Y,Wu G H.Three-dimensional finite elements of steel bolted connections[J].Journal of Engineering Structures,2004,26(3):403-413.
[8]Kim J,Yoon J C,Kang B S.Finite element analysis and modeling of structure with bolted joints[J].Journal of Applied Mathematical Modelling,2007,31(5):895-911.
[9]王萌,石永久,王元清.高强度螺栓连接抗剪性能研究[J].建筑结构学报,2011,32(3):27-34(WANG Meng,SHI Yongjiu,WANG Yuanqing.Analysis on shear behavior of high-strength bolts connection[J].Journal of Building Structures,2011,32(3):27-34(in Chinese))
[10]郭宏超,皇垚华,刘云贺,等.Q460高强钢螺栓连接承载性能试验研究[J].土木工程学报,2018,51(3):81-89(GUO Hongchao,HUANG Yaohua,LIU Yunhe,et al.The experimental study on bearing capacity of Q460high-strength steel bolted connections[J].China Civil Engineering Journal,2018,51(3):81-89(in Chinese))
[11]郭宏超,肖枫,李炎隆,等.Q690高强钢螺栓抗剪连接承载性能试验研究[J].实验力学,2018,33(4):583-591(GUO Hongchao,XIAO Feng,LI Yanlong,et al.The experimental study on bearing capacity of Q690high strength steel bolted shear connections[J].Journal of Experimental Mechanics,2018,33(4):583-591(in Chinese))
[12]BS EN1993-1-8.Eurocode 3:Design of steel structures-Part 1-8:Design of joints[S].Brussels:European Committee for Standardisation,2005.
[13]BS EN1993-1-12.Eurocode 3:Design of steel structures-Part 1-12:Additional rules for the extension of EN1993up to steel grades S 700[S].Brussels:European Committee for Standardisation,2007.