Response of Bare and CFRP-Retrofitted Multi-Column Piers Under Post-Fire-Coupled Vehicle Collision and Air Blast
Abstract
:1. Introduction
2. Numerical Modeling
2.1. Element Formulation
2.2. Material Models
2.2.1. Concrete and Steel Reinforcement
2.2.2. Soil, Air, and Explosive
2.2.3. CFRP
2.3. Fire, Vehicle Collision, and Air Blast Modeling
2.3.1. Fire
2.3.2. Vehicle Collision
2.3.3. Air Blast
2.4. Model Coupling and Contacts
2.5. Loading Sequence
2.6. Model Validation
3. Numerical Studies
3.1. Prototype Multi-Column Pier
3.2. Response of Bare Multi-Column Pier
3.2.1. Structural-Fire Response
3.2.2. Response Under Impact and Blast
3.3. Response of CFRP-Repaired Two-Column Pier
3.3.1. Retrofit Design
3.3.2. Structural Response
4. Summary and Conclusions
- Exposing one column to fire caused substantial damage in the impacted and non-impacted columns irrespective of the number of pier columns.
- The two-column pier was susceptible to the imposed demands withstanding sever damage and complete replacement deemed to be necessary.
- While the three-column pier sustained less critical damage than the two-column pier, extensive repairs are still needed to restore its design capacity and integrity. On the other hand, the four-column pier could potentially continue in service while being repaired given the localized damage.
- Generally, all proposed CFRP retrofit schemes effectively reduced the damage intensity. However, wrapping the full column height was the optimal scheme compared to all other cases.
- The hybrid retrofit scheme, which included NSM CFRP bars with EB wrapping, was the least effective technique. Given that a 0.5 mm thick CFRP sheet was used in this scheme, this finding highlight that the thickness of CFRP composites has more influence on performance enhancement compared to the reinforcement ratio of CFRP bars.
- From a practical perspective, wrapping the bottom half or third of column height was shown to be more economically justified given the adequate level of damage mitigation they offer.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Material | Parameters | |||
---|---|---|---|---|
Concrete | Mass Density | Compressive Strength | Max. Aggregate Size | |
Steel | Mass Density | Elastic Modulus | Poisson’s Ratio | Yield Strength |
0.3 |
Parameter | Specific Gravity | Bulk Modulus | Shear Modulus | Friction Angle | Cohesion Coefficient |
---|---|---|---|---|---|
Value | 2.65 |
Material | Air | Linear Polynomial EOS Parameter | ||
---|---|---|---|---|
Parameter | Mass Density | Eo. air | ||
Value | 0 |
Material | TNT Explosive | JWL EOS Parameter | |||||||
---|---|---|---|---|---|---|---|---|---|
Parameter | Mass Density | Detonation Velocity | Chapman–Jouget Pressure | ||||||
Value | 371.2 |
Parameter | Mass Density | Poisson’s Ratio | Sheet Thickness | Long. Elastic Modulus | Trans. Elastic Modulus |
---|---|---|---|---|---|
Value | 0.021 | ||||
Parameter | Long. Tensile Strength | Trans. Tensile Strength | Ultimate Tensile Strain | ||
Value |
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Alomari, Q.A.; Linzell, D.G.; Abu Zouriq, M.F. Response of Bare and CFRP-Retrofitted Multi-Column Piers Under Post-Fire-Coupled Vehicle Collision and Air Blast. Materials 2025, 18, 1449. https://doi.org/10.3390/ma18071449
Alomari QA, Linzell DG, Abu Zouriq MF. Response of Bare and CFRP-Retrofitted Multi-Column Piers Under Post-Fire-Coupled Vehicle Collision and Air Blast. Materials. 2025; 18(7):1449. https://doi.org/10.3390/ma18071449
Chicago/Turabian StyleAlomari, Qusai A., Daniel G. Linzell, and Mubarak F. Abu Zouriq. 2025. "Response of Bare and CFRP-Retrofitted Multi-Column Piers Under Post-Fire-Coupled Vehicle Collision and Air Blast" Materials 18, no. 7: 1449. https://doi.org/10.3390/ma18071449
APA StyleAlomari, Q. A., Linzell, D. G., & Abu Zouriq, M. F. (2025). Response of Bare and CFRP-Retrofitted Multi-Column Piers Under Post-Fire-Coupled Vehicle Collision and Air Blast. Materials, 18(7), 1449. https://doi.org/10.3390/ma18071449