Structural Behavior of Hybrid FRP–Concrete–Steel Double-Skin Tubular Arches: Experiments and Numerical Modeling
Publication: Journal of Composites for Construction
Volume 28, Issue 6
Abstract
Hybrid fiber-reinforced polymer (FRP)–concrete–steel double-skin tubular members (DSTMs) yield much higher strength-to-weight ratios and much better corrosion resistance than traditional reinforced concrete members. The steel tube and the FRP tube in DSTMs act as propping and formwork for concrete casting, thus significantly reducing construction efforts. DSTMs have been extensively studied as columns and beams. This paper presents a study aimed at understanding the benefit of using the double-skin tubular cross section in arches. Five double-skin tubular arches (DSTAs) with a span length of 3.6 m were fabricated and tested to investigate their behavior. The test program examined the effects of section load eccentricity, eccentricity of the steel tube position in the section, thickness of the FRP tube, and diameter of the steel tube on the behavior of the DSTAs. All the DSTA specimens displayed ductile behavior. The DSTAs were found to provide a significantly higher ultimate load than corresponding steel–concrete composite arches of a similar cross section. A higher cross-sectional load eccentricity was found to reduce the ultimate load of a DSTA. A numerical model was also developed in OpenSees (2019) version 3.2.2 to predict the behavior of the DSTAs. The numerical predictions were found to agree with the experimental results reasonably well.
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Data Availability Statement
All data are available from the corresponding author upon reasonable request.
Acknowledgments
The authors are grateful for the financial support received from the Australian Research Council (Project No.: IH150100006), the Hong Kong Research Grants Council (Project No.: 15220318), and the National Key R&D Program of China (Project No.: 2017YFC0703000). In addition, the authors wish to thank Messrs Steven Ettema, Samuel Rech, Samuel-Hislop Lynch, and Samuel Caldwell for their efforts in manufacturing the test specimens.
Notation
The following symbols are used in this paper:
- Dc
- outer radius of a confined concrete core;
- Ds
- steel tube outer diameter;
- E1
- GFRP elastic modulus along the fiber direction;
- E2
- GFRP elastic modulus perpendicular to the fiber direction;
- Ea,frp
- elastic modulus of FRP in the axial direction;
- Ec
- elastic modulus of unconfined concrete;
- Ec,2
- slope of the linear second portion of the stress–strain curve of confined concrete;
- Eh,frp
- elastic modulus of an FRP in the hoop direction;
- fu,1
- GFRP ultimate stress along the fiber direction;
- fu,2
- GFRP ultimate stress perpendicular to the fiber direction;
- fcc
- compressive strength of confined concrete;
- fco
- unconfined compressive strength of concrete;
- G12
- in-plane (i.e., 1–2 plane) shear modulus of FRP lamina;
- S11, S22, S66, S12 and S21
- material constants of FRP lamina in the principal directions;
- tfrp
- thickness of an FRP tube;
- ts
- thickness of a steel tube;
- ɛco
- strain at peak stress of unconfined concrete;
- ɛcc,u
- ultimate compressive strain of confined concrete under concentric axial compression;
- ɛcc,ub
- ultimate compressive strain of confined concrete in sections subjected to pure bending;
- ɛfrp,1
- GFRP tensile rupture strain along the fiber direction;
- ɛfrp,2
- GFRP tensile rupture strain perpendicular to the fiber direction;
- ɛh,frp
- hoop rupture strain;
- ɛt
- axial strain at which the parabolic first portion meets the linear second portion of the stress–strain curve of confined concrete;
- ν21
- transverse Poisson’s ratio;
- ν12
- longitudinal Poisson’s ratio; and
- θ
- fiber angle.
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Published In
Journal of Composites for Construction
Volume 28 • Issue 6 • December 2024
Copyright
© 2024 American Society of Civil Engineers.
History
Received: Oct 10, 2023
Accepted: Jan 8, 2024
Published online: Sep 5, 2024
Published in print: Dec 1, 2024
Discussion open until: Feb 5, 2025
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