Mechanical Behavior of Concrete Columns Confined with CFRP Grid-Reinforced Engineered Cementitious Composites
Publication: Journal of Composites for Construction
Volume 26, Issue 1
Abstract
Using fiber-reinforced polymer (FRP) grid-reinforced engineered cementitious composites (ECC) for strengthening reinforced concrete columns and beams has been stirring structural research interest in recent years. The objective of this research was to extend the application of this technique, using carbon-fiber-reinforced polymer (CFRP). The authors used compression tests on short concrete columns strengthened with CFRP-ECC to investigate the mechanical behavior of strengthened columns by considering the unconfined concrete strength and reinforcement layers of CFRP grid. Test results show that the failure mode of most strengthened columns lies in the rupture of the embedded CFRP grid. The lateral strains corresponding to peak stresses were close, and their average value was almost equal to the ultimate axial tensile strain of the CFRP-ECC. Meanwhile, with an increased number of reinforcement layers, the peak stress and strain of the strengthening columns increased significantly for low-strength core concrete. However, there was no significant enhancement for the high-strength core concrete. In addition, the cracking stress of CFRP-ECC had obvious effects on the yielding stress, peak stress, peak strain, and the axial–lateral strain relationship. Most importantly, a better understanding of the stress–strain relationship for CFRP-ECC confined columns was established, and the feasibility of this model was verified by the analysis results.
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Acknowledgments
The authors are grateful for the financial support provided by National Natural Science Foundation of China (Nos. 51878156, 51578135, 51908476, 51809046, and 51739008), Key Research & Development Plan Project of Ningxia Hui Autonomous Region of China (No. 2020BFG02005), Innovation Group Science Foundation of the Natural Science Foundation of Chongqing, China (cstc2020jcyj-cxttX0003) and Provincial Key Laboratory of Durability for Marine Civil Engineering (SZU, 2020B1212060074).
Notation
The following symbols are used in this paper:
- Ac
- total cross-section area of column;
- Ae
- effective confinement area;
- Ag
- gross area with fillet radius (mm2);
- D
- diameter of column;
- Ec
- Young’s modulus of an unconfined cylinder;
- Ef and Em
- secant modulus of the FRP grid and ECC, respectively;
- Ef(ɛl)
- secant modulus of the CFRP-ECC;
- E1, E2, and E3
- tangent modulus of the CFRP-ECC in three stages, respectively;
- R
- radius of the cylinder;
- b
- width of the column;
- f0
- intersection of E2 extension line and the stress axial;
- h
- height of the column;
- k
- confinement effectiveness coefficient;
- ks1 and ks2
- shape factor of confinement coefficient for the prism;
- m
- shape parameter;
- nc
- curvature control parameter;
- r
- the corner radius of the prism;
- tf
- thickness of the CFRP-ECC;
- ɛc
- axial compressive strain;
- strain corresponding to peak axial compressive stress;
- ɛcc,e and ɛcc,M
- tested and predicted peak strain, respectively;
- strain at peak stress of unconfined concrete;
- ɛe
- cracking strain of the CFRP-ECC; ɛe = 150 μɛ;
- ɛf
- ultimate strain of the FRP grid;
- ɛl
- lateral strain;
- ɛss
- strain that begin to enter the strain hardening section, ɛss = 0.001;
- ɛt
- strain of the CFRP-ECC;
- ɛtu
- ultimate strain of the CFRP-ECC;
- ρm and ρf
- cross-section area ratio of the FRP grid and ECC, respectively;
- ρsc
- longitudinal reinforcement ratio of prism;
- σc
- axial compressive stress;
- peak axial compressive stress;
- σcc,e and σcc,M
- tested and predicted peak stress, respectively;
- compressive strength of unconfined concrete;
- σcr
- cracking stress of the CFRP-ECC;
- σf(ɛl)
- tensile stress of the CFRP-ECC;
- σl
- confinement stress; and
- σtu
- ultimate stress of the CFRP-ECC.
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Received: Nov 5, 2020
Accepted: Aug 18, 2021
Published online: Nov 10, 2021
Published in print: Feb 1, 2022
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