钢管混凝土组合节点的抗震性能及其影响因素研究
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摘要
采取柱端加载模式进行了4组钢管混凝土柱单边螺栓端板连接节点的拟静力加载试验,考察了柱截面空心率和端板连接形式对节点破坏模式、柱端载荷-位移滞回曲线、弯矩-转角关系曲线和耗能能力的影响。结果表明,平齐端板连接和外伸端板连接节点试件的破坏模式基本相同;在相同空心率条件下,平齐端板连接节点柱边缘的裂缝相较于外伸端板连接节点试件更少,外伸端板连接节点试件的极限承载力、耗能能力、初始刚度、抗弯承载力和初始转动刚度要高于平齐端板连接节点试件;在相同端板连接条件下,空心率较低的节点试件的极限承载力、耗能能力、初始刚度、抗弯承载力和初始转动刚度要高于空心率较高的节点试件。在极限状态下,4种节点试件的等效粘滞阻尼系数ξ_c都保持在0.204～0.235之间,耗能能力优于钢筋混凝土柱节点,并与钢管混凝土柱外加强环节点的耗能能力相当,4种节点试件具有较强的耗能能力。
Quasi-static loading tests of four groups of single-side bolted end-plate connections of concrete filled steel tubular columns are carried out using column-end loading mode. The effects of hollow ratio of column section and end-plate connection form on the failure mode, load-displacement hysteretic curve, moment-rotation curve and energy dissipation capacity of the joints are investigated. The results show that the failure modes of the flat end-plate connections and the extended end-plate connections are basically the same; under the same hollow ratio condition, the cracks on the column edge of the flat end-plate connections are less than those of the extended end-plate connections, the ultimate bearing capacity, energy dissipation capacity, ultimate bearing capacity and initial stiffness, bending capacity and initial rotation stiffness are higher than those of flat end-plate connections; under the same end-plate connection conditions, the ultimate bearing capacity, energy dissipation capacity, ultimate bearing capacity and initial stiffness, bending capacity and initial rotation stiffness of joints with lower hollow ratio are higher than those of joints with higher hollow ratio. In the ultimate state, the equivalent viscous damping coefficients of the four joint specimens are kept between 0.204～0.235, the energy dissipation capacities are better than that of the reinforced concrete column joints, the energy dissipation capacity of the four joint specimens is comparable to that of the external strengthening links of the concrete filled steel tubular columns, which shows the four joint specimens has a strong energy dissipation capacity.
Quasi-static loading tests of four groups of single-side bolted end-plate connections of concrete filled steel tubular columns are carried out using column-end loading mode. The effects of hollow ratio of column section and end-plate connection form on the failure mode, load-displacement hysteretic curve, moment-rotation curve and energy dissipation capacity of the joints are investigated. The results show that the failure modes of the flat end-plate connections and the extended end-plate connections are basically the same; under the same hollow ratio condition, the cracks on the column edge of the flat end-plate connections are less than those of the extended end-plate connections, the ultimate bearing capacity, energy dissipation capacity, ultimate bearing capacity and initial stiffness, bending capacity and initial rotation stiffness are higher than those of flat end-plate connections; under the same end-plate connection conditions, the ultimate bearing capacity, energy dissipation capacity, ultimate bearing capacity and initial stiffness, bending capacity and initial rotation stiffness of joints with lower hollow ratio are higher than those of joints with higher hollow ratio. In the ultimate state, the equivalent viscous damping coefficients of the four joint specimens are kept between 0.204～0.235, the energy dissipation capacities are better than that of the reinforced concrete column joints, the energy dissipation capacity of the four joint specimens is comparable to that of the external strengthening links of the concrete filled steel tubular columns, which shows the four joint specimens has a strong energy dissipation capacity.
引文
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[14] Wang K,Yuan S F,Chen Z X,et al.Experimental study on hysteretic behavior of composite frames with concrete-encased CFST columns[J].Journal of Constructional Steel Research,2016,123:110-120
[15] Zhang Y,Zhao J,Yuan W.Study on compressive bearing capacity of concrete-filled square steel tube column reinforced by circular steel tube inside[J].Statyba,2013,19(6):9-12
[16] 曹万林,任乐乐,刘文超,等.不同装配节点轻型钢管再生混凝土框架抗震性能试验研究[J].地震工程与工程振动,2018,38(2):53-62
[2] 周兴扬,邢月龙,王军,等.中空夹层钢管混凝土试验与设计[J].钢结构,2017,32(3):74-77
[3] 许成祥,陈建权.方钢管混凝土柱-钢梁组合框架节点抗震性能试验研究[J].土木工程学报,2010,43(S1):200-205
[4] Liao F Y,Han L H,Tao Z.Behaviour of composite joints with concrete encased CFST columns under cyclic loading:Experiments[J].Engineering Structures,2014,59(2):745-764
[5] 胡红松,林康,刘阳,等.方钢管混凝土中钢管和混凝土抗压强度研究[J].建筑结构学报,2019,40(2):161-168
[6] Chen J,Wang J,Xie F,et al.Behavior of thin-walled dodecagonal section double skin concrete-filled steel tubular beam-columns[J].Thin-Walled Structures,2016,104:135-143
[7] 戎芹,曾宇声,侯晓萌,等.圆钢管钢纤维活性粉末混凝土短柱轴压性能试验研究[J].建筑结构学报,2019,40(3):247-253
[8] An Y F,Han L H.Behaviour of concrete-encased CFST columns under combined compression and bending[J].Journal of Constructional Steel Research,2014,101(10):314-330
[9] Ren Q X,Han L H,Hou C,et al.Experimental behaviour of tapered CFST columns under combined compression and bending[J].Journal of Constructional Steel Research,2017,128:39-52
[10] 邹艳花,陈伯望,文洪.四肢钢管混凝土格构柱耗能能力有限元分析[J].建筑结构,2018,48(24):85-90
[11] Wang Z B,Yu Q,Tao Z.Behaviour of CFRP externally-reinforced circular CFST members under combined tension and bending[J].Journal of Constructional Steel Research,2015,106:122-137
[12] 张兆强,姚勇,徐羊,等.圆钢管再生混凝土柱-H型钢梁外加强环式边节点抗震性能试验研究[J].建筑科学,2018,34(11):106-114
[13] 张玉芬,周金富,朱戈,等.高轴压比下复式钢管混凝土柱-钢梁连接节点抗震性能试验[J].建筑科学与工程学报,2018,35(6):57-65
[14] Wang K,Yuan S F,Chen Z X,et al.Experimental study on hysteretic behavior of composite frames with concrete-encased CFST columns[J].Journal of Constructional Steel Research,2016,123:110-120
[15] Zhang Y,Zhao J,Yuan W.Study on compressive bearing capacity of concrete-filled square steel tube column reinforced by circular steel tube inside[J].Statyba,2013,19(6):9-12
[16] 曹万林,任乐乐,刘文超,等.不同装配节点轻型钢管再生混凝土框架抗震性能试验研究[J].地震工程与工程振动,2018,38(2):53-62