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Axial Capacity of Circular Concrete Hollow Columns Reinforced with GFRP Bars and Spirals
This paper reports on five full-scale circular reinforced-hollow concrete columns that were tested under concentric load. These columns were reinforced in the longitudinal direction with GFRP bars with different reinforcement ratios ranges from 1.89 to 3.79%, which were achieved by changing the number of bars (6, 8, and 12 bars). The 305/113 mm outer/inner diameter columns were designed according to CAN/CSA S806-12 code requirements. The objective of the study was to study the influence of the longitudinal reinforcement ratio (in terms of the number of bars). The test results indicated that the GFRP-RC hollow columns exhibited a compression failure in terms of concrete-cover spalling, and the GFRP-reinforcement remained undamaged up to the failure. The GFRP longitudinal reinforcement significantly contributed to resisting the peak loads in all tested columns, on average 10% of the ultimate carrying load. Ignoring the contribution of GFRP bars in the CAN/CSA S806-12 design equation underestimated the maximum capacity of the tested specimens.
Axial Capacity of Circular Concrete Hollow Columns Reinforced with GFRP Bars and Spirals
This paper reports on five full-scale circular reinforced-hollow concrete columns that were tested under concentric load. These columns were reinforced in the longitudinal direction with GFRP bars with different reinforcement ratios ranges from 1.89 to 3.79%, which were achieved by changing the number of bars (6, 8, and 12 bars). The 305/113 mm outer/inner diameter columns were designed according to CAN/CSA S806-12 code requirements. The objective of the study was to study the influence of the longitudinal reinforcement ratio (in terms of the number of bars). The test results indicated that the GFRP-RC hollow columns exhibited a compression failure in terms of concrete-cover spalling, and the GFRP-reinforcement remained undamaged up to the failure. The GFRP longitudinal reinforcement significantly contributed to resisting the peak loads in all tested columns, on average 10% of the ultimate carrying load. Ignoring the contribution of GFRP bars in the CAN/CSA S806-12 design equation underestimated the maximum capacity of the tested specimens.
Axial Capacity of Circular Concrete Hollow Columns Reinforced with GFRP Bars and Spirals
Lecture Notes in Civil Engineering
Walbridge, Scott (editor) / Nik-Bakht, Mazdak (editor) / Ng, Kelvin Tsun Wai (editor) / Shome, Manas (editor) / Alam, M. Shahria (editor) / el Damatty, Ashraf (editor) / Lovegrove, Gordon (editor) / Gouda, Mohammed Gamal (author) / Mohamed, Hamdy M. (author) / Manalo, Allan C. (author)
Canadian Society of Civil Engineering Annual Conference ; 2021
Proceedings of the Canadian Society of Civil Engineering Annual Conference 2021 ; Chapter: 10 ; 113-124
2022-04-14
12 pages
Article/Chapter (Book)
Electronic Resource
English
Axial capacity of circular concrete columns reinforced with GFRP bars and spirals
| Tema Archive | 2014
Axial Capacity of Circular Concrete Columns Reinforced with GFRP Bars and Spirals
| Online Contents | 2014
Axial Capacity of Circular Concrete Columns Reinforced with GFRP Bars and Spirals
| British Library Online Contents | 2014