Experimental and Numerical Study on Seismic Performance of PEN FRP-Jacketed Circular RC Columns
Publication: Journal of Composites for Construction
Volume 27, Issue 2
Abstract
This paper presents an experimental study on the seismic behavior of polyethylene naphthalate (PEN) fiber–reinforced polymer (FRP)-jacketed circular reinforced-concrete (RC) columns. A total of seven specimens were tested under constant axial load and cyclic lateral load. The key parameters studied were the thickness (one, two, and three layers) and type (PEN FRP and CFRP) of FRP jacket. Test results indicated that the control column failed by buckling of the longitudinal reinforcement and shortage of ductility, while concrete spalling and bar buckling were effectively inhibited by the application of external FRP jacket. It is also observed that PEN FRP-jacketed specimens had more additional strain capacity compared with CFRP-jacketed specimens at the final condition. The additional strain capacity can serve as a safety reserve for structures and make PEN FRP more suitable for strengthening large or noncircular columns. Furthermore, it is found that 1-ply PEN FRP and 1-ply CFRP had a similar strengthening effect and thus the design of PEN FRP-strengthened column can simply refer to the design method of CFRP-strengthened columns in current codes. Different FRP thickness and types had marginal impact on the hysteretic curves of the specimens, which was attributed to the low axial load ratio (0.15) and high slenderness ratio (5.25) adopted in this paper. Finally, based on a cyclic stress–strain model for longitudinal reinforcement, including buckling effect, developed by the authors in a previous study, the test columns were simulated by the Open System for Earthquake Engineering Simulation (OpenSee)s to achieve an in-depth understanding of the experimental findings and associated strengthening mechanisms. Further parametric analyses showed that considering bar buckling played a significant role in accurately predicting the hysteretic response of FRP-jacketed columns.
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Acknowledgments
The authors are grateful for the financial support received from the Natural Science Fund of Beijing (No. 8212003), Research Grants Council of the Hong Kong SAR (No. PolyU 152171/15E), National Natural Science Fund of China (Nos. 51778019, 51978017), Beijing Nova Programme (No. Z201100006820095), and Young Talents Cultivation Project of Beijing Municipal Institutions (No. CIT&TCD201904018).
Notation
The following symbols are used in this paper:
- D′
- horizontal distance between the centers of two LVDTs;
- ds
- diameter of steel bar;
- E2
- stiffness of the second segment of LRS FRP-confined concrete;
- stiffness of the third segment of LRS FRP-confined concrete;
- E3
- slope of the third segment in the model of Bai et al. (2017b);
- Ec
- initial tangent modulus of unconfined concrete;
- Efrp1
- initial elastic modulus of FRP;
- Efrp2
- second-stage elastic modulus of LRS FRP;
- Es
- elastic modulus of steel reinforcement;
- compressive strength of unconfined concrete;
- ffrp
- tensile strength of FRP coupon;
- fu
- ultimate strength of steel reinforcement;
- fy
- yield strength of steel reinforcement;
- he
- equivalent viscous damping (EVD) coefficient;
- K
- spring stiffness;
- ls
- length of steel bar;
- lseg
- length of each segment of the test column;
- P
- load at midspan of the curved beam;
- R
- column radius;
- SABCDA
- area of the hysteretic loop ABCDA;
- SOAE
- area of the triangle OAE;
- SOCF
- area of the triangle OCF;
- tfrp
- nominal thickness of FRP;
- V
- lateral force of the test column;
- negative peak load in the ith cycle;
- positive peak load in the ith cycle;
- Vy
- yielding load of the test column;
- w
- height of the horizontal slice;
- ɛco
- axial strain at peak stress of unconfined concrete;
- ɛfrp
- ultimate strain of FRP coupon;
- ɛfrp0
- strain at which the slopes of two linear portions of LRS FRP curve intersect;
- ɛpl,pseudo
- pseudo-plastic strain;
- ɛpl
- plastic strain;
- ɛt
- strain at the transition point of the first parabolic segment and the second linear segment of LRS FRP-confined concrete;
- strain at the transition point of the second linear segment and the third linear segment of LRS FRP-confined concrete;
- ɛun,env
- envelope unloading strain;
- Δ1
- LVDT readings on the push side;
- Δ2
- LVDT readings on the pull sides;
- ΔC
- displacement at midspan of the curved beam;
- displacement corresponding to the positive peak load;
- displacement corresponding to the negative peak load;
- δy
- yielding displacement of the test column;
- ɛ*
- strain at the transition point in the model of Bai et al. (2017b);
- ɛc
- axial strain of FRP-confined concrete;
- ɛs
- strain of steel reinforcement;
- ɛu
- ultimate strain of steel reinforcement;
- ɛy
- yield strain of steel reinforcement;
- λ1
- efficiency factor of spring stiffness;
- λ2
- efficiency factor of slenderness ratio;
- λ3
- efficiency factor of yield strength;
- μ
- lateral displacement ductility ratio of the test column;
- σ*
- stress at the transition point in the model of Bai et al. (2017b);
- σc
- axial stress of FRP-confined concrete;
- σs
- stress of steel reinforcement;
- σt
- stress at the transition point of the first parabolic segment and the second linear segment of LRS FRP-confined concrete;
- stress at the transition point of the second linear segment and the third linear segment of LRS FRP-confined concrete;
- σun,env
- envelope unloading stress; and
- ϕΔ
- average curvature of the column section.
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© 2023 American Society of Civil Engineers.
History
Received: Mar 29, 2022
Accepted: Nov 18, 2022
Published online: Jan 6, 2023
Published in print: Apr 1, 2023
Discussion open until: Jun 6, 2023
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