Hollow-Core FRP–Concrete–Steel Bridge Columns under Torsional Loading
Abstract
:1. Introduction
2. Research Significance
3. Experimental Program
3.1. Test Specimen
3.2. Material Properties
3.3. Experimental Setup and Instrumentation
3.4. Measuring of the Column Twist Angle
3.5. Loading Protocol
4. Results and Discussion
4.1. General Behavior
4.2. Relative Sliding of GFRP Tube and Steel Tube
4.3. Strain Profile
4.4. Comparison of Torsional Behavior with RC Column from Previous Studies
5. Summary and Conclusions
- The torsional behavior of the HC-FCS column depended on the steel tube’s stiffness and the friction existing between the column’s components.
- The stiffness of the HC-FCS column was maintained even at large twists, and exhibited good ductility.
- The direct contribution of the GFRP tube towards the torque was negligible.
- The HC-FCS column was able to sustain its torque strength along twist angles significantly higher than those of the comparable reinforced concrete columns. The reinforced concrete columns displayed a significant reduction in its torque capacities starting at twist angle of 3°, whereas the HC-FCS column maintained its strength until a twist angle of 7°.
Acknowledgments
Author Contributions
Conflicts of Interest
References
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Axial Compression Elastic Modulus, ksi (GPa) | Axial Ultimate Compressive Stress, psi (MPa) | Axial Tensile Elastic Modulus, ksi (GPa) | Axial Ultimate Tensile Stress, psi (MPa) | Hoop Elastic Modulus, ksi (GPa) | Hoop Rupture Stress, psi (MPa) |
---|---|---|---|---|---|
677 (4.7) | 12,510 (83.8) | 1680 (11.6) | 9530 (65.7) | 3020 (20.8) | 40,150 (276.9) |
Yield Stress, psi (MPa) | Yield Strain | Ultimate Stress, psi (MPa) | Rupture Strain |
---|---|---|---|
47,000 (324) | 0.16% | 70,000 (483) | 19.0% |
Cement, lb/yd3 (kg/m3) | Fly Ash, lb/yd3 (kg/m3) | Fine Aggregate, lb/yd3 (kg/m3) | Coarse Aggregate, lb/yd3 (kg/m3) | Water, lb/yd3 (kg/m3) | HRWR, lb/yd3 (kg/m3) | w/c Ratio |
---|---|---|---|---|---|---|
590 | 170 | 1430 | 1430 | 380 | 1.9 | 0.5 |
(350) | (101) | (848) | (848) | (225) | (1.13) |
Property | Footing | Column |
---|---|---|
f’c, psi (MPa)—28 days | 9500 (65.5) | 5158 (35.5) |
f’c, psi (MPa)—date of test | 9700 (66.9) | 6910 (51.0) |
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Anumolu, S.; Abdelkarim, O.I.; Abdulazeez, M.M.; Gheni, A.; ElGawady, M.A. Hollow-Core FRP–Concrete–Steel Bridge Columns under Torsional Loading. Fibers 2017, 5, 44. https://doi.org/10.3390/fib5040044
Anumolu S, Abdelkarim OI, Abdulazeez MM, Gheni A, ElGawady MA. Hollow-Core FRP–Concrete–Steel Bridge Columns under Torsional Loading. Fibers. 2017; 5(4):44. https://doi.org/10.3390/fib5040044
Chicago/Turabian StyleAnumolu, Sujith, Omar I. Abdelkarim, Mohanad M. Abdulazeez, Ahmed Gheni, and Mohamed A. ElGawady. 2017. "Hollow-Core FRP–Concrete–Steel Bridge Columns under Torsional Loading" Fibers 5, no. 4: 44. https://doi.org/10.3390/fib5040044