Time-Dependent Seismic Performance of Coastal Bridges Reinforced with Hybrid FRP and Steel Bars
Abstract
:1. Introduction
2. Material Deterioration Models
2.1. Steel Bar Deterioration
2.2. FRP Bar Deterioration
3. HRC Bridge Column Assessment
3.1. Time-Dependent Finite Element Models
3.2. Model Validation
3.3. Seismic Performance Analysis
4. HRC Bridge Assessment
4.1. HRC Bridge Model
4.2. Ground Motion Selection
4.3. Seismic Demand and Damage Evolution
5. Conclusions
- (1)
- The cover depth significantly influences the corrosion initiation time of steel bars. Therefore, the decrease of diameter and yield strength is more severe for steel stirrups than the longitudinal steel bars. Main feature of corrosion deterioration of GFRP bars is reduction of tensile strength, which exhibits a relatively fast rate in the early 30 years and then gradually slows down.
- (2)
- The compression and tension behavior, as well as the fracture failure phenomenon of the GFRP bars, are critical for numerical simulation of the HRC columns and structures. The finite element modeling method proposed in this paper has a high precision in predicting structural seismic response.
- (3)
- The energy dissipation capacity, displacement ductility, bearing capacity and residual displacement of the HRC bridge column decrease with the service time. Furthermore, it is found when the hybrid ratio (area of GFRP bars/ area of steel bars) increases from 25.8% to 54.2% due to corrosion, the post-yield stiffness ratio of HRC columns increases from 0.174 to 0.240. In addition, compared to RC bridge columns, the bearing capacity of the HRC column increases by as much as 12.6%, and the residual displacement decreases by as much as 40.2%.
- (4)
- Under ground motion excitations, the peak and residual drift ratio/curvature ductility demand ratio of the HRC bridge columns have the positive correlation with the exposure time, indicating the gradually increasing damage. The abutment is a less vulnerable component in the HRC bridge structure, and the probability of less than extensive damage at 100 years is 90%. In the whole life cycle, the expansion bearing shows a 32% increase in maximum deformation, while the 76% decrease is obtained for the fixed bearing.
- (5)
- The study conducted in this paper is focused on the time-dependent performance deterioration of the coastal bridges induced by the chloride corrosion. The influence of fatigue damage, creep phenomenon and carbonization are not being considered. For future research, the seismic performance of the coastal structures under the action of multiple factors will be investigated.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Function | Assigned Value | Meaning |
---|---|---|
= 0.75 | : critical humidity level | |
= 41,800 | : activation energy : gas constant : reference temperature | |
= 28 (day); | : reference time : empirical age factor | |
= 8.366; | , : empirical coefficients |
Test Specimen | Displacement Amplitude = 40 mm | Displacement Amplitude = 104 mm | |||
---|---|---|---|---|---|
D0 | 5.17/5.68 (9.86) | 32.5/35.5 (9.23) | 1.88/1.71 (9.04) | 198/211 (6.57) | 0.61/0.56 (8.20) |
D30 | 4.51/5.11 (13.3) | 31.9/34.2 (7.21) | 1.87/1.71 (8.56) | 194/210 (8.25) | 0.60/0.54 (10.0) |
D60 | 4.04/4.29 (6.19) | 31.4/33.1 (5.41) | 1.76/1.65 (6.25) | 187/206 (10.2) | 0.55/0.47 (14.5) |
D105 | 3.63/3.52 (3.03) | 27.3/24.1 (11.7) | 1.51/1.57 (3.97) | SF | SF |
D130 | 3.19/3.08 (3.45) | 22.4/19.4 (13.4) | 1.49/1.28 (14.1) | SF | SF |
D150 | 3.17/2.91 (8.20) | 19.6/15.5 (20.9) | 1.48/1.24 (16.2) | SF | SF |
Service Time (a) | (mm) | |||||||
---|---|---|---|---|---|---|---|---|
0 | 40.1 | 151 | 166 | 257 | 381 | 369 | 4.14 | 0.174 |
20 | 40.1 | 141 | 153 | 257 | 370 | 358 | 3.82 | 0.175 |
40 | 38.2 | 130 | 131 | 234 | 334 | 324 | 3.43 | 0.178 |
60 | 37.5 | 121 | 123 | 219 | 308 | 300 | 3.28 | 0.183 |
80 | 36.2 | 105 | 108 | 198 | 275 | 271 | 2.98 | 0.205 |
100 | 36.0 | 90 | 102 | 186 | 253 | 245 | 2.83 | 0.240 |
No. | Event | Station | PGA (g) | |
---|---|---|---|---|
1 | Superstition Hills, 1987 | Parachute Test Site | 0.432 | 0.890 |
2 | Landers, 1992 | Yermo Fire Station | 0.245 | 0.498 |
3 | Northridge, 1994 | Newhall-W Pico Canyon Rd. | 0.357 | 0.762 |
4 | Cape Mendocino, 1992 | Centerville Beach | 0.318 | 0.412 |
5 | Northridge, 1994 | Pacoima Kagel Canyon | 0.433 | 1.089 |
6 | Parkfield-02_CA, 2004 | Parkfield-Fault Zone 1 | 0.833 | 0.989 |
7 | Northridge, 1994 | Sylmar-Converter Sta | 0.623 | 1.321 |
8 | Parkfield-02 CA, 2004 | Parkfield-Cholame 2WA | 0.624 | 0.988 |
9 | Christchurch, New Zealand, 2011 | Pages Road Pumping Station | 0.569 | 0.638 |
10 | Loma Prieta, 1989 | Foster City-APEEL 1 | 0.284 | 0.901 |
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Yuan, W.; Cai, Z.-K.; Pan, X.; Lin, J. Time-Dependent Seismic Performance of Coastal Bridges Reinforced with Hybrid FRP and Steel Bars. Materials 2022, 15, 5293. https://doi.org/10.3390/ma15155293
Yuan W, Cai Z-K, Pan X, Lin J. Time-Dependent Seismic Performance of Coastal Bridges Reinforced with Hybrid FRP and Steel Bars. Materials. 2022; 15(15):5293. https://doi.org/10.3390/ma15155293
Chicago/Turabian StyleYuan, Wei, Zhong-Kui Cai, Xiaolan Pan, and Jun Lin. 2022. "Time-Dependent Seismic Performance of Coastal Bridges Reinforced with Hybrid FRP and Steel Bars" Materials 15, no. 15: 5293. https://doi.org/10.3390/ma15155293