Journal of Jilin University(Engineering and Technology Edition) ›› 2021, Vol. 51 ›› Issue (5): 1724-1733.doi: 10.13229/j.cnki.jdxbgxb20200491

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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

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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

CLC Number: 

  • TU398.9

Fig.1

New T-shaped concrete-filled steel tube column-steel beam joint"

Fig.2

Details of test specimen"

Table 1

Main parameters of test specimens"

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

Fig.3

Test loading device"

Fig.4

Loading history"

Fig.5

Layout of strain gauge of joint"

Fig.6

Layout of displacement measurement points"

Table 2

Material properties of steel"

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

Fig.7

Failure modes of test specimens"

Fig.8

Hysteresis curves of test specimens"

Fig.9

Skeleton curves of test specimens"

Table 3

Experimental results of specimens"

试件

编号

屈服点极限点破坏点
Py/kN⊿y/mmPmax/kN⊿max/mmPu/kN⊿u/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

Fig.10

Strength degradation curves"

Fig.11

Equivalent stiffness degradation curves"

Table 4

Energy consumption performance of specimens"

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

Fig.12

ζeq-Δ curves of the test specimens"

Table 5

Shear deformation of node core area"

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

Fig.13

Displacement-strain diagram of XJD-2、HJD-2 node core area"

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