单边螺栓-T形件连接节点滞回性能试验研究
引用文献：
张玉芬 王夺 高嘉岐 苗云森 胡和涛. 单边螺栓-T形件连接节点滞回性能试验研究[J]. 建筑结构，2023，48（10）：55-61.
ZHANG Yufen WANG Duo GAO Jiaqi MIAO Yunsen HU Hetao. Experimental study on hysteresis behaviors of T-stub joints with single-side bolt[J]. Building Structure，2023,48（10）：55-61.
摘要：基于复式钢管混凝土双层钢管的截面特点，设计了单边螺栓-T形件连接节点，并对5个单边螺栓-T形件连接节点和1个穿芯螺栓-T形件连接节点进行了低周往复荷载试验。通过数字散斑相关方法(DSCM)得到了试件的弯矩-转角变化关系曲线。结果表明：试件滞回曲线均呈饱满Z形，节点破坏形态为T形件翼缘屈服后钢梁塑性变形，T形件因不同的加肋方式出现了三种变形特征。除了T形件翼缘厚度较薄且未加肋的试件为部分强度半刚性节点外，其余节点试件均为全强度半刚性节点；加肋T形件节点比无肋试件极限承载力提高了30%,但延性明显降低；对比穿芯螺栓-T形件连接节点，单边螺栓栓-T形件连接节点初始刚度略低、承载力相当，但变形能力明显提高，滞回性能得到改善；往复荷载下单边螺栓-T形件连接节点为拉压交替式工作，受拉螺栓能够得到较强的锚固连接强度，单边螺栓-T形件连接节点在复式钢管混凝土结构中传力可靠，结构整体性较好。
关键词：单边螺栓；T形件；低周往复荷载试验；滞回性能；承载力；延性；
基金：国家自然科学基金面上项目(52078179)。
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[15] 钢结构设计标准：GB 50017—2017[S].北京：中国建筑工业出版社，2018.
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[18] 钢管混凝土结构技术规范：GB 50936—2014[S].北京：中国建筑工业出版社，2014.
[19] 金属材料拉伸试验第1部分：室温试验方法：GB/T 228.1—2010[S].北京：中国标准出版社，2011.
[20] 混凝土物理力学性能试验方法标准：GB/T 50081—2019 [S].北京：中国建筑工业出版社，2019.
[21] PAULAY THOMAS,PRIESTLEY M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley and Sons,1992.
[22] Eurocode 3:design of streel structures-part 1-8:design of joints:EN 1993-1-8[S].Brussels:European Committee for Standardization,2005.
[23] Eurocode 4:design of composite steel and concrete structures-part 1-1:composite joints in frames for buildings:EN 1994-1-1[S].Brussels:European Committee for Standardization,2004.
[2] BATHO C.Investigation on beam and stanchion connections[J].1st Report of the Steel Structures Research Committee,1931,1(2):61-137.
[3] TSAI K C,POPOV E P.Cyclic behavior of end-plate moment connections [J].Journal of Structural Engineering,1990,116(11):2917-2930.
[4] 刘皞.新型方钢管混凝土柱-钢梁全螺栓连接节点受力性能试验研究[D].天津：河北工业大学，2010.
[5] 徐怡红，徐伟良.T型钢半刚性连接节点的非线性性能分析[J].浙江工业大学学报，2011,39(4):467-472.
[6] 袁峥嵘.方钢管混凝土柱钢梁-T形件节点的性能研究[D].长沙：湖南大学，2013.
[7] 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.
[8] 张琳.半刚性钢管混凝土框架端板连接节点的抗震性能试验与理论研究[D].合肥：合肥工业大学，2012.
[9] WANG JINGFENG,CHEN XINYI,HAN LINHAI.Structural behaviour of blind bolted connection to concrete-filled steel tubular columns[J].Advanced Materials Research,2010,163-167:591-595.
[10] WANG JINGFENG,ZHANG HUIJIE.Seismic performance assessment of blind bolted steel-concrete composite joints based on pseudo-dynamic testing[J].Engineering Structures,2017,131:192-206.
[11] YAO HUANG,GOLDSWORTHY HELEN,GAD EMAD.Experimental and numerical investigation of the tensile behavior of blind-bolted T-stub connections to concrete-filled circular columns[J].Journal of Structural Engineering,2008,134(2):198-208.
[12] YAO HUANG,GOLDSWORTHY HELEN,GAD EMAD.Structural behavior of beam-to-RHS column connection with blind bolts[M].Boca Raton:CRC Press,2010.
[13] 王静峰，仲力平，郭磊，等.方套方中空夹层钢管混凝土柱单边螺栓连接节点拟动力试验分析[J].土木工程学报，2019,52(9):1-11.
[14] 张玉芬，宋义敏，朱戈，等.复式钢管混凝土柱-钢梁外加强环板节点滞回性能及核心区变形研究[J].建筑结构学报，2020,41(9):154-164.
[15] 钢结构设计标准：GB 50017—2017[S].北京：中国建筑工业出版社，2018.
[16] 组合结构设计规范：JGJ 138—2016[S].北京：中国建筑工业出版社，2016.
[17] 钢结构高强度螺栓连接技术规程：JGJ 82—2011[S].北京：中国建筑工业出版社，2011.
[18] 钢管混凝土结构技术规范：GB 50936—2014[S].北京：中国建筑工业出版社，2014.
[19] 金属材料拉伸试验第1部分：室温试验方法：GB/T 228.1—2010[S].北京：中国标准出版社，2011.
[20] 混凝土物理力学性能试验方法标准：GB/T 50081—2019 [S].北京：中国建筑工业出版社，2019.
[21] PAULAY THOMAS,PRIESTLEY M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley and Sons,1992.
[22] Eurocode 3:design of streel structures-part 1-8:design of joints:EN 1993-1-8[S].Brussels:European Committee for Standardization,2005.
[23] Eurocode 4:design of composite steel and concrete structures-part 1-1:composite joints in frames for buildings:EN 1994-1-1[S].Brussels:European Committee for Standardization,2004.
Experimental study on hysteresis behaviors of T-stub joints with single-side bolt
Abstract: Based on the section characteristics of double steel tubes in composite concrete-filled steel tubular(CFST) columns, T-stub joints with single-side bolt were designed. Five T-stub joints with single-side bolt and one T-stub joints with core bolt were tested under low cycle reciprocating load. The bending moment-rotation curves were obtained by the digital speckle correlation method(DSCM). The results show that hysteretic curves of the specimens are all full in Z-shape. The failure mode of the joints is the plastic deformation of the steel beam flange after yielding of T-stub. T-stubs failed as three deformation characteristics due to different ribbed types. Except for the specimens with thin T-shaped flange thickness and no ribs, they are semi-rigid joints of partial strength, and the other specimens are full strength semi-rigid joints. The ultimate bearing capacity of the ribbed T-stub joint was increased by 30% than that of the unribbed specimens, but the ductility is significantly reduced. Compared to the T-stub joints with core bolt, the initial stiffness of T-stub joints with single-side bolt is reduced slightly and the bearing capacity is almost the same, while deformation ability and hysteretic property are improved obviously. T-stub joints with single-side bolt worked alternately in tension and compression under reciprocating load, and tensile blind bolts could achieve strong anchorage connection strength. T-stub joints with single-side bolt in double steel tubes in composite CFST structure have reliable force transferring and good structural integrity.
Keywords: single-side bolt; T-stub; low cycle reciprocating loading test; hysteresis behavior; bearing capacity; ductility
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