The Interfacial Friction Loss of Prestressed Carbon-Fiber Tendons in a Bending State

Fu, Jiaping; Zhang, Tian; Wang, Bing; Zhuge, Ping; Xia, Jiajun; Cai, Wanyun

doi:10.3390/buildings13010099

Cited by 3 publications

(1 citation statement)

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“…In theoretical calculations, when f ps attains its ultimate strength, the CFRP reinforcement is considered fractured, with concurrent failure of the experimental beam. Based on the material test, the CFRP tendon has an ultimate strength of f ps = 2123 MPa, According to the research results of Fu et al [34], the ultimate strength of the CFRP tendon will decrease in a bent state. In this experiment, the radius of curvature for the deviator used is 1000 mm with a turning angle of 30 • .…”

Section: Theory Of Flexural Bearing Capacity Calculationmentioning

confidence: 99%

Experimental Study on the Flexural and Shear Performance of Concrete Beams Strengthened with Prestressed CFRP Tendons

Wang,

Jiang

et al. 2024

Applied Sciences

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To investigate the influence of external prestressing with carbon fiber-reinforced polymer (CFRP) tendons on the flexural and shear performance of reinforced concrete beams, a total of six simply supported beams with a length of 3.5 m and two two-span continuous beams with a length of 7 m were studied. The influences of the prestressing level of CFRP tendons, the pattern of straight-line and flexural reinforcement of externally prestressed CFRP tendons, and the existence of initial cracks in the beams on the flexural bearing capacity of the reinforced beams were explored through modeling tests. The calculating equation for anticipating the ultimate flexural bearing capacity of concrete beams reinforced with externally prestressed CFRP tendons was modified based on the test results. The findings indicate that the flexural bearing capacity of the test beams was significantly enhanced through both flexural and straight-line reinforcement. Specifically, the ultimate flexural bearing capacity of the simply supported beams exhibited improvements of approximately 160% and 170%, respectively, whereas the ultimate flexural bearing capacity of the continuous beams was enhanced by approximately 113% through the reinforcement of flexural arrangement. Additionally, the shear resistance capacity of the concrete beams was notably improved through the flexural arrangement reinforcement, and the shear resistance capacity of the beams exhibited a substantial increase as the prestressing level of the CFRP tendons increased. The flexural moments in the vicinity of the support point of the reinforced beam exhibited an increase ranging from 41.7% to 112.5% when the stirrup strains started to escalate rapidly. Additionally, the rigidity of the test beams showed a close correlation with both the prestressing level and the existence of initial cracks.

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Section: Theory Of Flexural Bearing Capacity Calculationmentioning

confidence: 99%