吉林大学学报(工学版) ›› 2021, Vol. 51 ›› Issue (5): 1724-1733.doi: 10.13229/j.cnki.jdxbgxb20200491

• 交通运输工程·土木工程 • 上一篇    

新型异形钢管混凝土柱⁃钢梁节点抗震性能试验

刁延松1,2(),郭荡1,屠康1,焦圣伦1,刘芸1,2,刘秀丽1,2   

  1. 1.青岛理工大学 土木工程学院,山东 青岛 266033
    2.青岛理工大学 蓝色经济区工程建设与安全协同创新中心,山东 青岛 266033
  • 收稿日期:2020-07-01 出版日期:2021-09-01 发布日期:2021-09-16
  • 通讯作者: 刁延松 E-mail:diaoys@163.com
  • 基金资助:
    山东省重点研发计划(公益类专项)项目(2019GHY112039)

Experiment of seismic behavior of new joints between concrete filled special⁃shaped steel tube column and steel beams

Yan-song DIAO1,2(),Dang GUO1,Kang TU1,Sheng-lun JIAO1,Yun LIU1,2,Xiu-li LIU1,2   

  1. 1.School of Civil Engineering,Qingdao University of Technology,Qingdao 266033,China
    2.Collaborative Innovation Center of Engineering Construction and Safety in Shandong Blue Economic Zone,Qingdao University of Technology,Qingdao 266033,China
  • Received:2020-07-01 Online:2021-09-01 Published:2021-09-16
  • Contact: Yan-song DIAO E-mail:diaoys@163.com

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

图1

新型T形钢管混凝土柱-钢梁节点"

图2

试件几何尺寸"

表1

试件主要参数"

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+512-
XJD-2T512-
XJD-3L512-
HJD-1+5510
HJD-2T5510
HJD-3L5510

图3

试验加载装置示意图"

图4

加载制度"

图5

节点应变片布置图"

图6

位移测点布置图"

表2

钢板材性试验结果"

试样

屈服强度

fy/MPa

极限强度

fu/MPa

弹性模量

E/MPa

伸长率

/%

S5317.5475.92.16×10529.4
S8294.4434.22.06×10525.0
S10281.5408.42.05×10531.8
S12298.5471.41.93×10519.8

图7

试件的破坏模式"

图8

试件的滞回曲线"

图9

试件的骨架曲线"

表3

试件试验结果"

试件

编号

屈服点极限点破坏点
Py/kNy/mmPmax/kNmax/mmPu/kNu/mm
XJD-1108.728.1125.874.9125.874.9
-119.2-32.2-141.2-74.9-120.0-74.9
XJD-297.429.0121.881.8107.689.2
-108.9-30.5-134.6-89.1-134.6-89.1
XJD-390.331.7129.782.4117.1105.0
-101.3-30.7-137.0-74.9-116.5-90.7
HJD-188.419.5102.630.087.243.8
-92.1-19.8-106.9-30.0-106.9-30.0
HJD-297.025.8110.045.093.557.5
-97.7-21.0-116.2-45.0-116.2-45.0
HJD-378.618.090.345.090.345.0
-87.7-22.8-104.0-45.0-104.0-45.0

图10

试件的强度退化曲线"

图11

试件的等效刚度退化曲线"

表4

节点的耗能性能"

节点编号位移延性 因数μ

总耗能

/(kN·mm)

等效黏滞阻尼因数ζeq
XJD-12.6738 589.30.25
HJD-12.102 889.00.19
XJD-23.0868 875.80.27
HJD-22.2313 725.20.28
XJD-33.3174 889.90.26
HJD-32.5013 083.00.28

图12

试件ζeq-Δ曲线"

表5

节点核心区的剪切变形"

节点编号最大剪切 变形角γ/rad梁柱相对 极限角θu/rad(γ/θu)/%
XJD-10.01300.048926.6
HJD-10.00870.028230.8
XJD-20.01050.057118.4
HJD-20.01030.036822.0
XJD-30.01500.064723.2
HJD-30.00890.027632.4

图13

试件XJD-2、HJD-2节点核心区位移-应变图"

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