Assessment of Glass-Fiber-Reinforced Polymer (GFRP)–Concrete Interface Durability Subjected to Simulated Seawater Environment
Abstract
:1. Introduction
2. Materials and Methods
2.1. Materials
2.2. Seawater Corrosion Conditions
2.3. Specimen Production and Maintenance
3. Test Setup and Results
3.1. Test Setup
3.2. Failure Modes
3.3. Strains of the Bonded Specimens
3.4. Shear Strength
3.5. Load–Displacement Curves
4. Damage Mechanism and Durability Analysis
4.1. Bond–Slip Mechanism of Specimens
4.2. Interfacial Fracture Energy
4.3. Strength Calculation Model
5. Conclusions
- (1)
- Using loading tests, debonding and a peeling failure mode were observed for all the specimens. This phenomenon was attributed to the insufficient strength of the bond interface on the concrete surface, which led to separation between the adhesive layer and the concrete, thus triggering the interface peeling damage.
- (2)
- Based on the investigation on strains of the bonded specimens, an obvious stress concentration was observed in the bonding area close to the loading end. Using specimen 200-T-WD-60 as an example, when the tensile load was 17,376 N, the maximum strain was obtained by strain gauge 200-S-4, which was 2165 με. This phenomenon showed that the damage to the bonding layer in this area was the main reason for the early failure of the specimen. We anticipated that the additive reinforcement of this interface area would improve the shear strength of the bonded structure.
- (3)
- After the corrosion of seawater, the shear strengths, initial bond stiffness, interfacial stresses, and fracture energy of the bonding specimens decreased and extended seawater corrosion exacerbated the damage to the GFRP–concrete-bonded structures. The minimum shear strength (13,006 N) was tested using specimen B150-T-DW-90, which was cured in triple-salinity seawater with wet–dry cyclic exposure. For wet–dry cycle exposure, a higher seawater salinity accelerated the degradation of the interfacial zone.
- (4)
- By introducing a residual coefficient, α, the degradation mechanism of the bonded specimens exposed to seawater environments could be illustrated and the strength of the GFRP–concrete interface exposed to seawater conditions could be characterized by the proposed strength calculation model. It should be noted that the proposed residual coefficient, α, may only be applicable to the performance of specimens in artificially simulated seawater environments that are the same or similar to this experiment and further validation is needed for the effectiveness of residual coefficients in other seawater environments. In addition, considering the varied service conditions encountered by concrete structures in marine environments, the effects of the more aggressive factors, i.e., biomass erosion and seawater–load-coupling erosion, may significantly differ [36]. The exploration of these damage mechanisms requires further study.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Water/Binder Ratio | Cement | Sand | Coarse Aggregate | Water | Water Reducer (%) |
---|---|---|---|---|---|
0.33 | 485 | 667 | 1137 | 160 | 1.39 |
Mechanical Property | GFRP | Impregnating Adhesive | Bonding Adhesive |
---|---|---|---|
Young’s Modulus (GPa) | 20.22 (Longitudinal direction) | ||
12.39 (Transversal direction) | 2.9 | 4.50 | |
13.66 (Thickness direction) | |||
Strength (MPa) | 537.86 (Longitudinal direction) | 60 (Tensile strength) | 60 (Tensile strength) |
303.24 (Transversal direction) 327.43 (Thickness direction) | |||
Poisson’s Ratio | 0.37 | 0.33 | 0.35 |
Component | NaCl | MgCl2 | Na2SO4 | CaCl2 | KCl | NaHCO3 | KBr | H3BO3 | SrCl2 | NaF |
---|---|---|---|---|---|---|---|---|---|---|
Concentration | 24.53 | 5.20 | 4.09 | 1.16 | 0.695 | 0.201 | 0.101 | 0.027 | 0.025 | 0.003 |
Specimen No. | Shear Strength *, Fave (N) | Specimen | Shear Strength *, Fave (N) |
---|---|---|---|
B150-A-0 | 19,030 | B200-A-0 | 21,978 |
B150-S-DW-30 | 16,144 | B200-S-DW-30 | 19,665 |
B150-S-DW-60 | 15,089 | B200-S-DW-60 | 17,942 |
B150-S-DW-90 | 13,719 | B200-S-DW-90 | 16,817 |
B150-T-DW-30 | 15,936 | B200-T-DW-30 | 19,226 |
B150-T-DW-60 | 14,288 | B200-T-DW-60 | 17,376 |
B150-T-DW-90 | 13,006 | B200-T-DW-90 | 15,180 |
B150-T-IM-30 | 16,484 | B200-T-IM-30 | 19,153 |
B150-T-IM-60 | 14,708 | B200-T-IM-60 | 17,629 |
B150-T-IM-90 | 13,365 | B200-T-IM-90 | 16,120 |
Conditions | Corrosion Mode | Salinity | Duration (Days) |
---|---|---|---|
1c | Wet–dry cycle | Single-salinity | 30, 60, and 90 |
3c | Wet–dry cycle | Triple-salinity | 30, 60, and 90 |
m | Immersion | Triple-salinity | 30, 60, and 90 |
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Ma, D.; Liu, J.; Wang, L.; Wang, Q. Assessment of Glass-Fiber-Reinforced Polymer (GFRP)–Concrete Interface Durability Subjected to Simulated Seawater Environment. Buildings 2024, 14, 1732. https://doi.org/10.3390/buildings14061732
Ma D, Liu J, Wang L, Wang Q. Assessment of Glass-Fiber-Reinforced Polymer (GFRP)–Concrete Interface Durability Subjected to Simulated Seawater Environment. Buildings. 2024; 14(6):1732. https://doi.org/10.3390/buildings14061732
Chicago/Turabian StyleMa, Deliang, Jie Liu, Libin Wang, and Qiudong Wang. 2024. "Assessment of Glass-Fiber-Reinforced Polymer (GFRP)–Concrete Interface Durability Subjected to Simulated Seawater Environment" Buildings 14, no. 6: 1732. https://doi.org/10.3390/buildings14061732