Experimental Investigation on the Behavior of Hollow-Core Glass Fiber-Reinforced Concrete Columns with GFRP Bars
Publication: Journal of Composites for Construction
Volume 26, Issue 2
Abstract
Steel reinforcing bars, helices, and fibers in concrete columns are susceptible to corrosion, particularly in aggressive environments. This study experimentally investigated the use of corrosion-free glass fiber-reinforced polymer (GFRP) bars and GFRP helices in hollow-core circular glass fiber concrete (GFC) columns. The influence of the addition of the glass fibers, loading conditions, and pitch of the helices was investigated. The experimental program consisted of 12 circular specimens with an outer diameter of 214 mm and an inner circular hole diameter of 56 mm. Nine specimens (850 mm high) were tested under concentric and eccentric axial loading and three specimens (1,500 mm long) were tested under four-point bending. The experimental results showed that, for a similar amount of reinforcement, the GFRP bar-reinforced hollow-core glass fiber concrete (GFRP-HC-GFC) specimens achieved 12%–18% lower maximum axial load than the GFRP bar-reinforced hollow-core nonfibrous concrete (GFRP-HC-NFC) specimens under concentric and eccentric axial loadings, as evident in the P–M interaction diagrams of GFRP-HC-NFC and GFRP-HC-GFC. However, GFRP-HC-GFC specimens achieved 5%–20% higher ductility than the GFRP-HC-NFC specimens under different loading conditions. The experimental results also showed that the GFRP-HC-GFC specimens experienced a lower number of cracks and smaller crack widths than the GFRP-HC-NFC specimens under eccentric axial loading and four-point bending. In addition, the GFRP-HC-GFC specimens with 30-mm pitch of the GFRP helices achieved 2%–34% higher maximum load and 7%–55% higher ductility than the GFRP-HC-GFC specimens with 60-mm pitch of the GFRP helices under different loading conditions.
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Acknowledgments
The first author acknowledges the support and joint funding from the Higher Education Commission (HEC) of Pakistan and the University of Wollongong, Australia. The authors acknowledge the technical support provided by the technical staff especially Mr. Ritchie Maclean of the High-bay laboratories of the School of Civil, Mining and Environmental Engineering, University of Wollongong, Australia. The authors also acknowledge Mateen Bars, Pultron Composites (Mateen Bar 2021) especially Mr. Ian Cummings for providing GFRP bars and GFRP helices. The authors also acknowledge Domcrete GFRC Countertop Supplies Pvt Ltd (Domcrete 2021) for providing glass fibers.
Notation
The following symbols are used in this paper:
- Af, Afrp
- cross-sectional area of the FRP bars;
- Ag
- gross area of the column;
- c
- depth of the neutral axis;
- di
- represents the distance of the ith FRP bars;
- e
- eccentricity of eccentric axial loading;
- ultimate concrete compressive strain;
- Ef, Efrp
- modulus of elasticity of the FRP bars;
- strain in each layer of FRP bar;
- compressive strength of concrete;
- Fci
- compression forces in each concrete strip;
- ff
- stress in FRP bars;
- Ffi
- forces in each layer of the FRP bars;
- ffu
- ultimate stress in FRP bars;
- k
- axial stiffness;
- L
- clear span;
- Mn
- nominal bending moment;
- n
- number of horizontal strips;
- Pn
- nominal axial load;
- rc
- radius of the column;
- Wstrip
- width of horizontal strip;
- Z
- ratio of the maximum tensile strain of the GFRP bars in the tension side to ultimate compressive strain in the extreme compression fiber in the compression side;
- Δ
- axial deformation/Midspan deflection;
- β1
- stress block parameter;
- δ
- lateral deformation;
- µ
- ductility;
- ρf
- FRP reinforcement ratio; and
- ρfb
- balanced FRP reinforcement ratio.
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Published In
Journal of Composites for Construction
Volume 26 • Issue 2 • April 2022
Copyright
© 2021 American Society of Civil Engineers.
History
Received: Apr 13, 2021
Accepted: Oct 24, 2021
Published online: Dec 22, 2021
Published in print: Apr 1, 2022
Discussion open until: May 22, 2022
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