Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (6): 1643-1656.doi: 10.13229/j.cnki.jdxbgxb.20220952

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Experimental on seismic performance of replaceable splicing steel beam-column joints with friction energy dissipation components

Yan-song DIAO(),Yi-jian REN,Yuan-qiang YANG,Ling-yun ZHAO,Xiu-li LIU,Yun LIU   

  1. School of Civil Engineering，Qingdao University of Technology，Qingdao 266525，China
  • Received:2022-07-26 Online:2024-06-01 Published:2024-07-23
  • Contact: Yan-song DIAO E-mail:diaoys@163.com

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Abstract:

Based on the seismic design concept of recoverable function， a replaceable splicing steel beam-column joint with friction energy dissipation components is proposed in this paper. The joint uses both ductility and friction mechanisms for energy dissipation， which has the advantages of good ductility， controllable damage and replaceablility after damage. Two replaceable splicing steel beam-column joints specimen models and one cantilever bolted connection steel beam-column joint specimen model with the scale ratio of 1∶1.5 were designed and manufactured. The quasi-static test method was used to conduct experimental research on these joint specimens. Two replaceable splicing steel beam-column joints after failure were repaired， and then they were reloaded. The seismic performance indexes of the joint specimens under low cyclic loading， such as hysteresis curve， skeleton curve， stiffness degradation curve， strain and displacement curve， ductility and energy dissipation were obtained. The results show that the ductility and energy dissipation capacity of the proposed replaceable splicing steel beam-column joint are better than that of the cantilever bolted connection steel beam-column joint. The plastic damage is mainly concentrated in the replaceable components， and the main components of the replaceable splicing steel beam-column joints are basically maintained in the elastic working range. The repaired joints can almost completely restore the seismic performance and meet the requirements of replaceability.

Key words: structural engineering, recoverable function, replaceable splicing steel beam-column joint, seismic performance, friction energy consumption, quasi-static test

CLC Number: 

  • TU391

Fig.1

Replaceable splicing steel beam-column joint"

Fig.2

Design details of CSJ-1~CSJ-3 joint specimens"

Table 1

Section size and parameters of joint specimen"

试件编号悬臂段长度/mm腹板连接板螺栓群加载方式
左侧右侧
CSJ-13004×M208×M20一次加载
CSJ-1*3004×M208×M20二次加载
CSJ-23006×M188×M20一次加载
CSJ-2*3006×M188×M20二次加载
CSJ-33008×M168×M16一次加载

Fig.3

Diagram of loading device"

Fig.4

Loading system"

Table 2

Specimen size"

试件材质厚度/mm平行长度/mm
柱翼缘Q355B14140
柱腹板Q355B12130
梁翼缘Q235B12130
翼缘连接板LYP16012130
悬臂段腹板Q355B10120
梁腹板Q235B10120

Table 3

Results of tensile test （average）"

试件

屈服

强度

fy/MPa

极限

强度

fu/MPa

弹性

模量

E/GPa

伸长率

δ/%

屈服

应变

εy/με

柱翼缘400.82555.362.2626.611 771.50
柱腹板371.33530.832.0922.701 773.05
梁翼缘322.17479.672.1322.591 516.02
翼缘连接板264.37395.451.9230.611 379.29
悬臂段腹板418.30573.002.0919.442 001.24
梁腹板274.20423.161.8929.961 453.72

Fig.5

Layout scheme of strain gauge and displacement meter"

Fig.6

CSJ-1 test phenomenon"

Fig.7

CSJ-1* test phenomenon"

Fig.8

CSJ-2 test phenomenon"

Fig.9

CSJ-2* test phenomenon"

Fig.10

CSJ-3 test phenomenon"

Fig.11

Hysteresis curves of all joints"

Fig.12

Skeleton curves of all joints"

Table 4

Displacement ductility factor and energy dissipation index of joints"

节点编号位移延性系数μ总耗能/（kN·m）最大等效黏滞阻尼系数ζeq能量耗散系数E
CSJ-14.37144.330.362.23
CSJ-1*3.99150.860.372.34
CSJ-24.53146.930.362.27
CSJ-2*3.85151.680.372.34
CSJ-34.35126.670.342.15

Fig.13

Equivalent viscous damping coefficient curves of all joints"

Fig.14

Total energy consumption at all levels of joints"

Fig.15

Stiffness degradation curves of all joints"

Fig.16

Displacement curve of CSJ-1 ~ CSJ-3"

Fig.17

Components damage diagram of CSJ-1~CSJ-3"

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