Compressive Behavior of Steel-FRP Composite Bars Confined with Low Elastic Modulus FRP Spirals in Concrete Columns
Publication: Journal of Composites for Construction
Volume 26, Issue 5
Abstract
This paper provides an experimental study on the compressive behavior of steel fiber–reinforced polymer composite bars (SFCBs) confined in concrete columns. Thirty reduced-scale concrete columns, reinforced with different longitudinal SFCBs and fiber-reinforced polymer spirals, were tested under monotonic compression. The results showed that the maximum compressive peak stress of the SFCBs was approximately 50% of their tensile strength, and it was generally lower for those SFCBs that had a relatively high postyield stiffness ratio. The postyield stage of the compressive stress–strain curve of well-confined SFCBs did not develop with a stable postyield stiffness as in nonconfined monotonic compression, but first developed with a stiffness almost equal to zero and then increased rapidly until the compressive peak stress point was reached, which was potentially due to the forced transverse deformation effect. Because the actual compressive contribution of the SFCBs in concrete columns could be overestimated due to this effect, a tentative modification method was first proposed in this paper to calibrate the existing compressive stress–strain model of the SFCBs.
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Acknowledgments
The authors would like to acknowledge financial support from the National Natural Science Foundation of China (Grant No: 52008211), the National Natural Science Foundation of China (Grant No: 52127813), the National Natural Science Foundation of China (Grant No: 52178120), and the Foundation Research Project of Jiangsu Province (The Natural Science Foundation of Colleges and Universities No. 20KJB560015).
Notation
The following symbols are used in this paper:
- A
- cross-sectional area;
- Acol
- cross-sectional area of the column;
- Aeq
- equivalent cross-sectional area of the SFCB;
- Asf
- cross-sectional area of the SFCB;
- Asfeq
- equivalent cross-sectional area of the SFCB;
- D
- manually measured diameter of the rebar;
- Deq
- equivalent diameter of the SFCB;
- mean stress value of three f-type columns under compression;
- s
- spiral spacing;
- α and β
- coefficient of Eq. (3);
- Δtra
- transverse displacement of the control section of the SFCB;
- strain of the SFCB under compression;
- strain of the tensile peak point of the SFCB under tension;
- strain of the compressive peak point of the SFCB under compression;
- λ
- slenderness ratio;
- σc
- compressive strength of plain concrete;
- σcl/ch
- stress of the cl-f- (or ch-f)-type column under compression;
- compressive peak stress of the SFCB under compression;
- maximum positive value of ;
- ρlon
- longitudinal reinforcement ratio; and
- ρtra
- transverse reinforcement ratio.
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Published In
Journal of Composites for Construction
Volume 26 • Issue 5 • October 2022
Copyright
© 2022 American Society of Civil Engineers.
History
Received: Dec 18, 2021
Accepted: May 25, 2022
Published online: Jul 21, 2022
Published in print: Oct 1, 2022
Discussion open until: Dec 21, 2022
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