新型异形钢管混凝土柱⁃钢梁节点抗震性能试验

doi:10.13229/j.cnki.jdxbgxb20200491

摘要/Abstract

摘要：

异形钢管混凝土柱-钢梁节点通常采用内隔板或外隔板，针对外隔板的存在会影响建筑的使用功能、内隔板加工不便且会影响混凝土的浇筑质量的不足，提出了节点区管壁局部加厚带Z字形悬臂梁段的新型节点。首先，取消外隔板，代之以节点区管壁局部加厚；然后，将钢梁与异形钢管混凝土柱通过Z字形悬臂梁段进行连接。按照“强柱弱梁”原则设计制作了6个缩尺比例为1∶2的异形钢管混凝土柱-钢梁节点试件，新型节点和外隔板式节点试件各3个，柱截面分别为L、T、十字形。对上述节点试件分别进行了低周往复荷载作用下的试验研究，得到了其破坏模式和滞回曲线、骨架曲线、强度退化曲线、刚度退化曲线、延性因数、总耗能以及等效黏滞阻尼系数等抗震性能指标。结果表明：与外隔板式节点相比，新型节点具有较高的承载力、较好的延性和耗能能力。新型节点的耗能包含材料屈服耗能和Z字形悬臂梁与钢梁拼接区板件间的滑移耗能两部分，滑移段的出现显著提高了节点的延性。

关键词: 异形钢管混凝土柱-钢梁节点, 管壁局部加厚, Z字形悬臂梁段, 抗震性能

Abstract:

Joint between concrete filled special-shaped steel tube column and steel beams usually adopts inner diaphragm or outer diaphragm. However， the outer diaphragm will hamper the function of the architecture， and it is inconvenient to process the inner diaphragm， which will also obstruct the pouring quality of concrete. Therefore， a new joint combined by local thickening the tube walls in the joint zone and using a Z-shaped cantilever-beam splicing segment is presented in this paper. The concrete modifications are：（1） the outer diaphragms were replaced by local thickening the tube walls in the joint zone，（2） the Z-shaped cantilever-beam is employed to connect the concrete filled special-shaped steel tube column and steel beam. According to the strong column weak beam principle， 6 one half scaled specimens of the joint between concrete filled special-shaped steel tube column and steel beam were designed and manufactured， the number of the new joint and the joint with outer diaphragm are all 3， the column sections are L shape， T shape and 十 shape， respectively. The low-reversed loading tests for the aforesaid 6 specimens were carried out， their failure modes and the seismic behavior， such as hysteresis curve， skeleton curve， strength degradation curves， stiffness degradation curve， ductility coefficient， total energy dissipation and equivalent viscous damping ratio， were obtained. The results showed that the new joints had the relatively high bearing capacity， better ductility and energy dissipation capacity in comparison with the joint with outer diaphragm. The energy dissipation of the new joints included the contribution of the material yielding and the contribution of the slipping between the plates in the splicing area of the Z-shaped cantilever-beam and the steel beam， and the ductility of the joint was significantly improved by the slipping.

Key words: joints between concrete filled special-shaped steel tube column and steel beams, local thickening the tube wall, Z-shaped cantilever-beam splicing, seismic behavior

中图分类号:

TU398.9

刁延松,郭荡,屠康,焦圣伦,刘芸,刘秀丽. 新型异形钢管混凝土柱⁃钢梁节点抗震性能试验[J]. 吉林大学学报(工学版), 2021, 51(5): 1724-1733.

Yan-song DIAO,Dang GUO,Kang TU,Sheng-lun JIAO,Yun LIU,Xiu-li LIU. Experiment of seismic behavior of new joints between concrete filled special⁃shaped steel tube column and steel beams[J]. Journal of Jilin University(Engineering and Technology Edition), 2021, 51(5): 1724-1733.

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参考文献 19

1	许成祥. 异形截面钢管混凝土结构研究现状与分析[J]. 长江大学学报: 自然科学版, 2010, 7(3): 126-130.
	Xu Cheng-xiang. Research status and analysis of concrete-filled steel tube structures with special sections[J]. Journal of Yangtze University(Natural Science Edition), 2010, 7(3): 126-130.
2	徐礼华, 杜国锋, 温芳, 等. 组合T形截面钢管混凝土柱正截面受压承载力试验研究[J]. 土木工程学报, 2009, 42(6): 14-21.
	Xu Li-hua, Du Guo-feng, Wen Fang, et al. Experimental study on normal section compression bearing capacity of composite T-shaped concrete-filled steel tubular columns[J]. China Civil Engineering Journal, 2009, 42(6): 14-21.
3	葛广全. T形钢管混凝土异形柱-钢梁框架节点性能研究[J]. 福建建材, 2011, 121(2): 11-13.
	Ge Guang-quan. The performances research of T-shaped steel tubular reinforced concrete filled special-shaped column and steel beam frame shaped nodes[J]. Fujian Building Materials, 2011, 121(2): 11-13.
4	万波. 异形钢管混凝土柱-钢梁框架中柱节点受力性能试验研究[D]. 荆州: 长江大学城市建设学院, 2012.
	Wan Bo. Experimental study on seismic behavior of interior joints in the composite frame consisting of CFST special-shaped section columns and steel beam[D]. Jingzhou: College of Urban Construction, Yangtze University, 2012.
5	Du G F, Ma C, Xu C X. Experimental research on seismic behavior of exterior frame joints with T-shaped CFST column and steel beam[J]. Advanced Materials Research, 2011, 368-373: 183-188.
6	许成祥, 万波, 张继承, 等. 十字形钢管混凝土柱框架中节点抗震性能试验研究[J]. 建筑结构, 2012, 42(3): 80-83.
	Xu Cheng-xiang, Wan Bo, Zhang Ji-cheng, et al. Experimental research on seismic behavior of interior joints in the composite frame consisting of CFST crisscross section columns and steel beams[J]. Building Structure, 2012, 42(3): 80-83.
7	周鹏, 薛建阳, 陈茜, 等. 矩形钢管混凝土异形柱-钢梁框架节点抗震性能试验研究[J]. 建筑结构学报, 2012, 33(8): 41-50.
	Zhou Peng, Xue Jian-yang, Chen Qian,et al. Experimental study on seismic performance of joints between concrete-filled square steel tubular special-shaped columns and steel beams[J]. Journal of Building Structures, 2012, 33(8): 41-50.
8	陈茜, 梁斌, 刘小敏. 新型异形钢管混凝土节点破坏机理[J]. 河南科技大学学报: 自然科学版, 2016, 37(1): 58-63.
	Chen Qian, Liang Bin, Liu Xiao-min. Failure mechanism of new-type shaped concrete-filled steel tube joints[J]. Journal of Henan University of Science & Technology(Natural Science Edition), 2016, 37(1): 58-63.
9	林明森, 戴绍斌, 刘记雄, 等. T形钢管混凝土柱与钢梁外伸端板连接节点抗震性能试验研究[J]. 地震工程与工程振动, 2012, 32(2): 114-119.
	Lin Ming-sen, Dai Shao-bin, Liu Ji-xiong, et al. Experimental study on seismic performance of end-plate connections of concrete-filled steel tube T-section column and steel beam[J]. Earthquake Engineering and Engineering Vibration, 2012, 32(2): 114-119.
10	刘记雄, 戴绍斌, 霍凯成, 等. 异形钢管混凝土组合柱-钢梁顶底角钢连接节点抗震性能研究[J]. 四川大学学报: 工程科学版, 2015, 47(1): 128-137.
	Liu Ji-xiong, Dai Shao-bin, Huo Kai-cheng, et al. Study on earthquake resistance behavior of top and seat angle joint of special-shaped concrete-filled rectangular composite tubular column with steel beam[J]. Journal of Sichuan University(Engineering Science Edition), 2015, 47(1): 128-137.
11	王亚楠. 侧板连接T形钢管混凝土柱-钢梁节点受力性能研究[D]. 郑州: 中原工学院建筑工程学院, 2017.
	Wang Ya-nan. Study on the mechanical behavior of T-shaped concrete filled steel tubular columns beam with steel side joints[D]. Zhengzhou: Architecture & Civil Engineering, Zhongyuan Institute of Technology, 2017.
12	王培又. 侧板连接带约束拉杆异形钢管混凝土柱-钢梁节点抗震性能有限元分析[D]. 郑州: 中原工学院建筑工程学院, 2019.
	Wang Pei-you. Finite element analysis of seismic behavior of special-shaped concrete filled steel tubular column-steel beam joints with side plate connections[D]. Zhengzhou: Architecture & Civil Engineering, Zhongyuan Institute of Technology, 2019.
13	吴一然, 石永久, 孟令野. T形钢管混凝土异形柱和工形钢梁节点承载力性能试验[J]. 沈阳建筑大学学报: 自然科学版, 2019, 35(5): 769-778.
	Wu Yi-ran, Shi Yong-jiu, Meng Ling-ye. Experimental studies of joints strength performance with T-shape concrete filled steel tubular columns and I-shape steel beams[J]. Journal of Shenyang Jianzhu University(Natural Science), 2019, 35(5): 769-778.
14	张爱林, 郭志鹏, 刘学春, 等. 带Z字形悬臂梁段拼接的装配式钢框架节点抗震性能试验研究[J]. 工程力学, 2017, 34(8): 31-41.
	Zhang Ai-lin, Guo Zhi-peng, Liu Xue-chun, et al. Experimental study on aseismic behavior of prefabricated steel frame joints with Z-shaped cantilever beams splicing[J]. Engineering Mechanics, 2017, 34(8): 31-41.
15	. 钢管混凝土结构技术规范[S].
16	AI. Seismic provisions for structural steel buildings[S].
17	. 金属材料拉伸试验第1部分: 室温试验方法[S].
18	.建筑抗震试验规程[S].
19	施刚, 袁锋, 霍达, 等. 钢框架梁柱节点转角理论模型和测量计算方法[J]. 工程力学, 2012, 29(2): 52-59.
	Shi Gang, Yuan Feng, Huo Da, et al. The theoretical model and measuring calculation method of the beam-to-column joint rotation in steel frames[J]. Engineering Mechanics, 2012, 29(2): 52-59.

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试件编号	柱截面	管壁厚度 /mm	节点区管壁厚度/mm	外隔板厚度/mm
XJD-1	+	5	12	-
XJD-2	T	5	12	-
XJD-3	L	5	12	-
HJD-1	+	5	5	10
HJD-2	T	5	5	10
HJD-3	L	5	5	10

试样	屈服强度 f_y/MPa	极限强度 f_u/MPa	弹性模量 E/MPa	伸长率 /%
S5	317.5	475.9	2.16×10⁵	29.4
S8	294.4	434.2	2.06×10⁵	25.0
S10	281.5	408.4	2.05×10⁵	31.8
S12	298.5	471.4	1.93×10⁵	19.8

试件编号	屈服点		极限点		破坏点
试件编号	P_y/kN	⊿_y/mm	P_max/kN	⊿_max/mm	P_u/kN	⊿_u/mm
XJD-1	108.7	28.1	125.8	74.9	125.8	74.9
XJD-1	-119.2	-32.2	-141.2	-74.9	-120.0	-74.9
XJD-2	97.4	29.0	121.8	81.8	107.6	89.2
XJD-2	-108.9	-30.5	-134.6	-89.1	-134.6	-89.1
XJD-3	90.3	31.7	129.7	82.4	117.1	105.0
XJD-3	-101.3	-30.7	-137.0	-74.9	-116.5	-90.7
HJD-1	88.4	19.5	102.6	30.0	87.2	43.8
HJD-1	-92.1	-19.8	-106.9	-30.0	-106.9	-30.0
HJD-2	97.0	25.8	110.0	45.0	93.5	57.5
HJD-2	-97.7	-21.0	-116.2	-45.0	-116.2	-45.0
HJD-3	78.6	18.0	90.3	45.0	90.3	45.0
HJD-3	-87.7	-22.8	-104.0	-45.0	-104.0	-45.0

节点编号	位移延性因数μ	总耗能 /（kN·mm）	等效黏滞阻尼因数ζ_eq
XJD-1	2.67	38 589.3	0.25
HJD-1	2.10	2 889.0	0.19
XJD-2	3.08	68 875.8	0.27
HJD-2	2.23	13 725.2	0.28
XJD-3	3.31	74 889.9	0.26
HJD-3	2.50	13 083.0	0.28

节点编号	最大剪切变形角γ/rad	梁柱相对极限角θ_u/rad	（γ/θ_u）/%
XJD-1	0.0130	0.0489	26.6
HJD-1	0.0087	0.0282	30.8
XJD-2	0.0105	0.0571	18.4
HJD-2	0.0103	0.0368	22.0
XJD-3	0.0150	0.0647	23.2
HJD-3	0.0089	0.0276	32.4