Journal of Jilin University(Engineering and Technology Edition) ›› 2022, Vol. 52 ›› Issue (8): 1817-1825.doi: 10.13229/j.cnki.jdxbgxb20210175

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Seismic performance of earthquake⁃damaged precast concrete frame structures strengthened with BRBs

Wei-hong CHEN1(),Yan CHEN2,Qiu-rong HONG1,Shuang-shuang CUI2(),Xue-yuan YAN1   

  1. 1.College of Civil Engineering，Fuzhou University，Fuzhou 350108，China
    2.College of Civil Engineering，Fujian University of Technology，Fuzhou 350118，China
  • Received:2021-03-08 Online:2022-08-01 Published:2022-08-12
  • Contact: Shuang-shuang CUI E-mail:chenweihong1980@163.com;cshuangshuang@163.com

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Abstract:

The pseudo-static test was conducted to investigate the seismic behavior of earthquake-damaged precast concrete（PC） frame structures （the earthquake-damaged frame structures are within moderate damage） strengthened with buckling-restrained braces（BRBs） and to analyze the hysteretic energy dissipation of BRBs. A half-scale PC frame structure was fabricated. After it was pre-damaged by quasi-static loading， it was strengthened with BRBs， and then tested under pseudo-static loading again. The structural experimental phenomena and failure characteristics were observed and recorded. The structural seismic behavior， including bearing capacity， ductility， and energy dissipation， was evaluated. The test results show that after repairing with BRBs， the bearing capacity and energy dissipation can be significantly improved （the ultimate bearing capacity and energy dissipation increased by 51.3% and 68%， respectively）， other seismic behavior like the ductility coefficient can be recovered well （ductility coefficient restored to 88% of the initial ductility of the structure）； the earthquake-damaged PC frame structure strengthened with BRBs under pseudo-static loading exhibited a failure mode of beam-hinge with BRBs. The earthquake-damaged PC frame structures still had retrofit value and that the above retrofitting method was effective.

Key words: civil engineering, earthquake-damaged precast concrete frame structure, pseudo-static test, failure mode, buckling-restrained braces

CLC Number: 

  • TU375.4

Fig.1

Reinforcement drawing of beam-column"

Fig.2

Details of BRB specimens"

Fig.3

Structural strengthened process"

Table 1

Strength value of steel bars"

钢筋 种类直径 /mm屈服强度 /MPa抗拉强度 /MPa屈服应变 /10-6弹性模量/（N·mm-2）
HPB300831040515272.03×105
HRB4001240353019552.02×105
HRB4002043562920612.11×105

Fig.4

Load diagram"

Table 2

Value of load displacement control"

位移值/mm层间位移角循环次数
±11/15001
±21/7501
±31/5003
±51/3003
±71/2003
±101/1503
±151/1003
±201/753
±251/603
±301/503
±351/421
±401/371
±451/331
±501/301

Fig.5

Final failure of R zone beam"

Fig.6

Final failure of R zone column"

Fig.7

Final failure of L zone concrete"

Fig.8

Final failure of BRB"

Fig.9

Hysteretic curve"

Fig.10

Skeleton curve"

Fig.11

Stiffness curve"

Table 3

Ductility coefficient"

试件加载方向屈服位移 /mm屈服荷载 /kN

延性

系数

PC1框架推16.59288.92.70
拉16.71-275.4
PC2框架推18.27430.32.37
拉19.71-369.5

Fig.12

Energy dissipation index of structures"

Fig.13

Energy dissipation value"

Fig.14

Energy dissipation ratio"

Fig.15

Hysteretic curve of BRB-R"

Fig.16

Hysteretic curve of BRB-L"

Table 4

Hysteretic area"

工况层间 位移角BRB滞回面积/（kN·mm）PC2滞回面积/（kN·mm）比例/%
±3mm1/50017639245
±5mm1/3007441 09468
±7mm1/2001 1661 97759
±10mm1/1501 5673 48345
±15mm1/1002 7946 65442
±20mm1/754 3129 80144
±25mm1/606 06012 62548
±30mm1/506 97913 42252
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