Experimental Investigation of Large-Scale Eccentrically Loaded GFRP-Reinforced High-Strength Concrete Columns
Publication: Journal of Composites for Construction
Volume 26, Issue 2
Abstract
Ten large-scale high-strength concrete (HSC) circular columns were constructed and tested to failure. Nine columns were internally reinforced with glass fiber-reinforced polymer (GFRP) bars and spirals, whereas one was reinforced with steel bars and spirals to serve as a reference. All columns had a diameter of 350 mm. The variables tested were reinforcement type, spiral pitch, slenderness ratio, eccentricity-to-diameter ratio (e/D), and type of loading (axial or four-point bending). Experimental results showed that both reinforcement types (steel or GFRP) and the spiral pitch did not have a significant effect on the behavior of GFRP-reinforced HSC columns up to the peak load. In addition, a decrease in the axial capacity of the columns as the e/D ratio increased was observed. This was consistent for specimens of both slenderness ratios of 14 and 20. Columns with a higher slenderness ratio showed a lower axial capacity for all specimens tested under the same e/D ratio. Furthermore, slender columns with higher e/D ratio underwent much larger deformations; both axially and laterally. For columns of both slenderness ratios, axial load–bending moment interaction diagrams were produced using the experimental results and were compared to the predictions of available codes and guidelines.
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Acknowledgments
The authors express their utmost gratitude to the Natural Sciences and Engineering Research Council of Canada (NSERC) for their financial support. The GFRP reinforcement was generously provided by Pultrall Inc. The authors also thank the technical staff of the W. R. McQuade Structures Laboratory at the University of Manitoba for their support.
Notation
The following symbols are used in this paper:
- Afc
- area of GFRP reinforcement in compression (mm2);
- Aft
- area of GFRP reinforcement in tension (mm2);
- Ag
- gross area of the column cross section (mm2);
- D
- diameter of the column cross section (mm);
- dfc
- distance from the compression force to the neutral axis (mm);
- dft
- distance from the tension force to the neutral axis (mm);
- e
- load eccentricity (mm);
- Efc
- modulus of elasticity in compression (GPa);
- Eft
- modulus of elasticity in tension (GPa);
- FC
- concrete compression force (kN);
- Ffc
- compression force in the GFRP bars (kN);
- Fft
- tension force in the GFRP bars (kN);
- fc
- stress in the concrete (MPa);
- maximum concrete stress obtained from testing standard concrete cylinders (MPa);
- Kn
- normalized axial load factor;
- k
- effective length factor (controlled by column boundary conditions);
- ℓ
- unbraced length of the column (mm);
- MC
- moment from the compression force in concrete (kN · m);
- Mfc
- moment from the compression force in GFRP reinforcement (kN · m);
- Mft
- moment from the tension force in GFRP reinforcement (kN · m);
- Mn
- nominal bending moment (kN · m);
- Mu
- experimental ultimate moment (kN · m);
- Pn
- nominal axial load (kN);
- Pu
- experimental ultimate axial load (kN);
- Rn
- normalized moment factor;
- r
- radius of gyration (mm);
- δ
- lateral deflection of the column (mm);
- ɛc
- strain in concrete;
- ɛfc
- measured compressive strain;
- ɛft
- measured tensile strain;
- ɛo
- strain in concrete corresponding to ;
- λ
- slenderness ratio, defined as kℓ/r;
- ρf
- GFRP longitudinal reinforcement ratio; and
- ρfs
- GFRP transverse reinforcement ratio.
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© 2021 American Society of Civil Engineers.
History
Received: May 12, 2021
Accepted: Oct 28, 2021
Published online: Dec 20, 2021
Published in print: Apr 1, 2022
Discussion open until: May 20, 2022
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