Cracking and Deformability of Concrete Flexural Sections with Fiber Reinforced Polymer

Newhook, John; Ghali, Amin; Tadros, Gamil

doi:10.1061/(asce)0733-9445(2002)128:9(1195)

Cited by 16 publications

(13 citation statements)

References 2 publications

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“…If the reinforcement ratio is greater than the balanced ratio (ρ f > ρ fb ), the section is over-reinforced and failure by concrete crushing occurs. Studies show that a beam experiencing an FRP rupture exhibits less ductility than one experiencing concrete crushing (Newhook et al 2002;ACI 440.1R-06 2006).…”

Section: Comparison Of Analytical and Experimental Resultsmentioning

confidence: 99%

“…As a result of their low modulus of elasticity, the deflection criterion may control the design of intermediate and long beams reinforced with GFRP bars. Therefore, the design of FRP-reinforced concrete beams is usually governed by the serviceability limit state requirements (crack width and deflection criteria) rather than ultimate limit state requirements (Newhook et al 2002). Consequently, a method is needed to predict the expected service load deflections of FRP-reinforced members with a reasonably high degree of accuracy.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Effective Moment of Inertia Prediction of FRP-Reinforced Concrete Beams Based on Experimental Results

Mousavi

Esfahani

2012

J. Compos. Constr.

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Concrete beams reinforced with glass-fiber reinforced polymer (GFRP) bars exhibit large deflections in comparison with steel-reinforced concrete beams because of the low modulus of elasticity of GFRP bars. This paper proposes new equations for estimating the effective moment of inertia of FRP-reinforced concrete beams on the basis of the genetic algorithm and experimental results. Genetic algorithm is used to optimize the error function between experimental and analytical responses. In the experimental part of the study, nine beam specimens were manufactured and tested. In addition, the results of 55 beam specimens tested by other researchers were also used. The effects of elastic modulus of FRP bars, reinforcement ratio, and the level of loading on the effective moment of inertia are taken into account. The proposed equations are compared with different code provisions and previous models for predicting the deflection of FRP-reinforced concrete beams. The values calculated using the proposed equations are also compared with different test results. The experimental results correlated well with the values predicted using the proposed equations, especially in the cases of high reinforcement ratios and high levels of loading.

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Section: Comparison Of Analytical and Experimental Resultsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Effective Moment of Inertia Prediction of FRP-Reinforced Concrete Beams Based on Experimental Results

Mousavi

Esfahani

2012

J. Compos. Constr.

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“…The Canadian Highway Bridge Design Code requires that the deformability factor be greater than 4 and 6 for rectangular‐ and T‐sections, respectively. Newhook et al 64. and Dolan et al 65.…”

Section: Use Of Frp In Partial Prestressingmentioning

confidence: 97%

“…recommended the deformability factor to be 4 or above for all concrete sections reinforced with FRP materials with the moment and the curvature at service taken at the FRP strain of 0.002. After setting an upper limit on the cross‐sectional area of the FRP, Newhook et al 64. concluded that no calculations will be necessary to check the deformability of nonprestressed FRP reinforced beams.…”

Section: Use Of Frp In Partial Prestressingmentioning

confidence: 99%

Partially prestressed concrete

2004

Progress Structural Eng Maths

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Partial prestressing, which fills the gap between fully prestressed concrete and reinforced concrete, has now been accepted and become normal practice in many regions. The research and development of partially prestressed concrete members with bonded and unbonded tendons made of steel as well as fibre-reinforced polymer (FRP) are reviewed. The behaviour of bonded partially prestressed concrete members has been extensively studied, and this review mainly focuses on fatigue behaviour, serviceability analysis and time-dependent effects. The research on unbonded partially prestressed concrete members has mainly focused on prediction of flexural resistance, which is closely related to the ultimate tendon stress at flexural failure. Investigations of the service and ductility behaviour of unbonded partially prestressed concrete members are comparatively limited. Although external prestressing is effective in strengthening flexural concrete members, the strength acquired is accompanied by a reduction in ductility of flexural failure. The amount of prestressing tendons should therefore be carefully chosen to maintain the necessary ductility of the strengthened members. When FRP tendons are used in partially prestressed concrete members, deformability is a key indicator of safety.

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“…However, this technique triggers a premature debonding failure resulting in loss of sufficient ductility [2][3][4]. In general, the following failure modes were observed and identified for FRP strengthened beams [5][6][7]:…”

Section: Introductionmentioning

confidence: 99%