方钢管柱-H型钢梁T形件单向螺栓连接节点性能研究
摘要：研究了在循环荷载作用下，一种新型的方钢管柱-H型钢梁T形件单向螺栓连接节点的破坏模式，以及构件对节点性能的影响。建立了节点的三维非线性有限元模型，以全尺寸梁柱连接节点拟静力试验数据进行了验证。通过参数分析，探讨了柱壁厚度、梁翼缘厚度和腹板削弱程度对新型节点的滞回曲线、骨架曲线、耗能等性能指标的影响。结果表明：循环荷载作用下新型节点滞回曲线呈“梭形”且较饱满，不同参数的节点均具有良好的耗能能力。通过增加柱壁厚度，节点的极限承载力和初始转动刚度增加。但柱壁厚度超过14mm时，单向螺栓和T形件成为节点失效的控制因素；梁不是这种新型节点的薄弱部位，对梁翼缘和腹板进行合理开孔削弱，节点的滞回性能、极限承载、刚度和耗能能力均无显著降低。
关键词：梁柱节点，方钢管柱，单向螺栓，T形件，循环荷载
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参考文献[1] 刘飞.单面螺栓连接及装配式钢结构节点理论与试验研究[D].南京：东南大学，2015.
[2] 王志宇，王清远，薛辉，等.螺栓端板连接方钢管柱低周疲劳性能及损伤模型研究[J].建筑结构学报，2016,37(6):151-159,173.
[3] MOURAD S,KOROL R M,GHOBARAH A.Design of extended end-plate connections for hollow section columns[J].Canadian Journal of Civil Engineering,1996,23(1):277-286.
[4] Eurocode3:design of steel structures-part Ι-8:design of joints:UNE-EN 1993-1-8-2013[S].Brussels:CEN,2005.
[5] Eurocode3:design of steel structures-part Ι-1:general rules for buildings BS EN 1993-1-1∶2005[S].Brussels:CEN,2005.
[6] 李国强，段炼，陆烨，等.H型钢梁与矩形钢管柱外伸式端板单向螺栓连接节点承载力试验与理论研究[J].建筑结构学报，2015,36(9):91-100.
[7] 李德山，王志滨.加强型单边螺栓连接节点静力性能有限元分析[J].华侨大学学报(自然科学版),2016,37(4):427-430.
[8] 李国强，段炼，陆烨，等.H型钢梁与矩形钢管柱平齐端板单向螺栓节点承载力性能[J].同济大学学报(自然科学版),2018,46(2):162-169.
[9] KOROL R M,GHOBARAH A,MOURAD S.Blind bolting W-shape beams to HSS columns[J].Journal of Structural Engineering,1993,119(12):3463-3481.
[10] MOURAD S,GHOBARAH A,KOROL R M.Dynamic response of hollow section frames with bolted moment connections[J].Engineering Structures,1995,17(10):737-748.
[11] YEOMANS N F.Rectangular hollow section column connections using the lindapter hollo bolt[C]//Proceedings of International Symposiu 8th Tubular Structures.Singapore,1998.
[12] FRANCE J E,BUICK DAVISON J,KIRBY P A.Strength and rotational stiffness of simple connections to tubular columns using flow drill connectors[J].Journal of Constructional Steel Research,1999,50(1):15-34.
[13] FRANCE J E,BUICK DAVISON J,KIRBY P A.Strength and rotational response of moment connections to tubular columns using flow drill connectors[J].Journal of Constructional Steel Research,1999,50(1):1-14.
[14] FRANCE J E,BUICK DAVISON J,A KIRBY P.Moment-capacity and rotational stiffness of endplate connections to concrete-filled tubular columns with flowdrilled connectors[J].Journal of Constructional Steel Research,1999,50(1):35-48.
[15] 柴文娟.T型件单边高强螺栓连接节点力学性能试验研究及有限元分析[D].青岛：青岛理工大学，2018.
[16] 王燕，郏书朔，柴文娟.单边高强螺栓T型件连接节点试验研究及数值模拟[J].天津大学学报(自然科学与工程技术版),2018,51(S1):78-85.
[17] 钢结构设计标准：GB 50017—2017[S].北京：中国建筑工业出版社，2018.
[18] Recommended seismic design criteria for new steel moment-frame buildings:FEMA-350[S].Washington D.C.:Federal Emergency Management Agency,2000.
[19] MOMENZADEH S,KAZEMI M T,ASL M H.Seismic performance of reduced web section moment connections[J].International Journal of Steel Structures,2017,17(2):413-425.
[2] 王志宇，王清远，薛辉，等.螺栓端板连接方钢管柱低周疲劳性能及损伤模型研究[J].建筑结构学报，2016,37(6):151-159,173.
[3] MOURAD S,KOROL R M,GHOBARAH A.Design of extended end-plate connections for hollow section columns[J].Canadian Journal of Civil Engineering,1996,23(1):277-286.
[4] Eurocode3:design of steel structures-part Ι-8:design of joints:UNE-EN 1993-1-8-2013[S].Brussels:CEN,2005.
[5] Eurocode3:design of steel structures-part Ι-1:general rules for buildings BS EN 1993-1-1∶2005[S].Brussels:CEN,2005.
[6] 李国强，段炼，陆烨，等.H型钢梁与矩形钢管柱外伸式端板单向螺栓连接节点承载力试验与理论研究[J].建筑结构学报，2015,36(9):91-100.
[7] 李德山，王志滨.加强型单边螺栓连接节点静力性能有限元分析[J].华侨大学学报(自然科学版),2016,37(4):427-430.
[8] 李国强，段炼，陆烨，等.H型钢梁与矩形钢管柱平齐端板单向螺栓节点承载力性能[J].同济大学学报(自然科学版),2018,46(2):162-169.
[9] KOROL R M,GHOBARAH A,MOURAD S.Blind bolting W-shape beams to HSS columns[J].Journal of Structural Engineering,1993,119(12):3463-3481.
[10] MOURAD S,GHOBARAH A,KOROL R M.Dynamic response of hollow section frames with bolted moment connections[J].Engineering Structures,1995,17(10):737-748.
[11] YEOMANS N F.Rectangular hollow section column connections using the lindapter hollo bolt[C]//Proceedings of International Symposiu 8th Tubular Structures.Singapore,1998.
[12] FRANCE J E,BUICK DAVISON J,KIRBY P A.Strength and rotational stiffness of simple connections to tubular columns using flow drill connectors[J].Journal of Constructional Steel Research,1999,50(1):15-34.
[13] FRANCE J E,BUICK DAVISON J,KIRBY P A.Strength and rotational response of moment connections to tubular columns using flow drill connectors[J].Journal of Constructional Steel Research,1999,50(1):1-14.
[14] FRANCE J E,BUICK DAVISON J,A KIRBY P.Moment-capacity and rotational stiffness of endplate connections to concrete-filled tubular columns with flowdrilled connectors[J].Journal of Constructional Steel Research,1999,50(1):35-48.
[15] 柴文娟.T型件单边高强螺栓连接节点力学性能试验研究及有限元分析[D].青岛：青岛理工大学，2018.
[16] 王燕，郏书朔，柴文娟.单边高强螺栓T型件连接节点试验研究及数值模拟[J].天津大学学报(自然科学与工程技术版),2018,51(S1):78-85.
[17] 钢结构设计标准：GB 50017—2017[S].北京：中国建筑工业出版社，2018.
[18] Recommended seismic design criteria for new steel moment-frame buildings:FEMA-350[S].Washington D.C.:Federal Emergency Management Agency,2000.
[19] MOMENZADEH S,KAZEMI M T,ASL M H.Seismic performance of reduced web section moment connections[J].International Journal of Steel Structures,2017,17(2):413-425.
Study on the performance of the blind bolted connection joints of the square steel tube column-H-shaped steel beam T-stub
Abstract: Under cyclic loading, the failure mode of a new type of the blind bolted connection joints of the square steel tube column-H-shaped steel beam T-stub and the influence of members on the performance of the joint were studied. A three-dimensional nonlinear finite element model was developed, and it was verified with the pseudo-static test data of the full-scale beam-column connection joint. Through parameter analysis, the influence of column wall thickness, beam flange thickness and web weakening degree on the hysteresis curve, skeleton curve, energy consumption and other performance indicators of the new type of joint was discussed. The results show that all hysteretic curves of the new type joints are fusiform and full under cyclic loads, and all series of joints have good energy dissipation behavior. Increasing the column wall thickness, the ultimate bearing capacity and initial rotational stiffness of the joints are increased. However, when the thickness of column wall exceeds 14 mm, blind bolts and T-stub become the control factors of joint failure. Beam is not a weak part of this new type of joint, the hysteretic performance, ultimate bearing capacity, stiffness and energy dissipation capacity of the joints are not significantly reduced when the flange and webs of beam are reasonable weakened.
Keywords: beam-column joint; square steel tube column; blind bolt; T-stub; cyclic load
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