Design guidelines for FRP reinforced concrete structures

Pilakoutas, Kypros; Guadagnini, Maurizio; Neocleous, Kyriacos; Matthys, Stijn

doi:10.1680/stbu.2011.164.4.255

Cited by 33 publications

(20 citation statements)

References 10 publications

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“…The mechanical properties of FRP bars differ significantly from steel. Failure brittleness (either tensile reinforcement or compressive concrete zone in flexural elements), high deformability, and low fire resistance are the main aspects, which must be accounted for (Pilakoutas et al 2011).…”

Section: Fibre Reinforced Polymer (Frp) Barsmentioning

confidence: 99%

Effects of Bar Reinforcement Arrangement on Deformations and Cracking of Concrete Elements

Rimkus¹

2017

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Section: Fibre Reinforced Polymer (Frp) Barsmentioning

confidence: 99%

Effects of Bar Reinforcement Arrangement on Deformations and Cracking of Concrete Elements

Rimkus¹

2017

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“…Hence, a simple method of applying FRP for strengthening the beam with different FRP types with different thicknesses was proposed. In addition to the practical experience for choosing the strengthening configuration, design guidelines for FRP RC structures were stipulated (Pilakoutas, Neocleous, Guadagnini, & Matthys, 2011) ECC is a special category of the new generation of high-performance fibre-reinforced cementitious composites with microstructures tailored according to micromechanics theory, featuring high ductility and durability characteristics (Dhawale & Joshi 2013;Li, 1993Li, , 2012Li & Li, 2011a, 2011b. ECC's high tensile ductility, deformation compatibility with existing concrete and self-controlled micro-crack width lead to their superior durability under various mechanical and environmental loading conditions such as fatigue, freezing and thawing, chloride exposure and drying shrinkage (Li & Li, 2008, 2011a, 2011bSahmaran, Li, & Li, 2007).…”

Section: Introductionmentioning

confidence: 99%

Enhancement of flexural behaviour of CFRP-strengthened reinforced concrete beams using engineered cementitious composites transition layer

Afefy

Kassem

Hussein

2014

Structure and Infrastructure Engineering

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This paper aimed to develop and evaluate an efficient strengthening method for reinforced concrete beams, based on engineered cementitious composites (ECC) to be applied as a transition layer prior to the application of the carbon fibrereinforced polymer (CFRP) strengthening sheet. The role of the proposed transition layer is to control the cracking of concrete and detain or even avoid premature de-bonding of the strengthening CFRP sheets. As the ability of the transition layer to exhibit a strain hardening behaviour is mainly dependent on the used fibre volumetric ratio, three ECC mixes with three different polypropylene fibre volumetric ratios were used (fibre volumetric ratio of 0.5%, 1% and 1.5%). The experimental results showed that while the used CFRP strengthening sheet can increase the ultimate load by about 28.8% compared with the control un-strengthened beam, this increase can reach about 48.5% by applying the same CFRP sheet to the proposed ECC transition layer that contains a fibre volumetric ratio of 1.5%. Moreover, this layer integrated with the mention ratio of the fibre content enabled the CFRP sheet to be in a complete contact with the strengthened beam without any de-bonding up the rupture of the CFRP sheet at failure.

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“…These methodologies utilize the assumptions made for SRC which are modified to account for the specific mechanical properties of FRP bars, and the proposed design equations are based on equivalent rectangular compressive stress block procedures. A similar approach is proposed by fib task group 9.3 [4,29], which adopted the equivalent rectangular stress block procedure of Eurocode 2 [30].…”

Section: Introductionmentioning

confidence: 99%

Design procedure and simplified equations for the flexural capacity of concrete members reinforced with fibre‐reinforced polymer bars

Torres

Neocleous

Pilakoutas

2012

Structural Concrete

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The predominant failure mode of concrete members reinforced with fibre-reinforced polymer (FRP) bars is flexural, due to either concrete crushing or FRP rupture. Many design tools have been developed for the flexural design of FRP-reinforced concrete. These tools are sufficiently accurate, but an iterative procedure is required when dealing with flexural failure due to FRP rupture. In addition, despite the fact that the design concepts involved are similar to those used for conventional steel-reinforced concrete, the changes in the design philosophy and the linear behaviour up to rupture of the FRP bars lead to the sectional properties having a different influence on the design, which not everyone may be familiar with. Therefore, this study proposes a general methodology for evaluating the design flexural capacity of FRP-reinforced concrete sections. This methodology is based on the design provisions of Eurocode 2 and comprises non-dimensional, closed-form equations, derived independently of the concrete and FRP characteristics. The proposed methodology can be used to derive universal dimensionless design charts as well as tables. The accuracy of the proposed design tools has been verified by comparing the predictions with the experimental results of 98 beams, which are available in the published literatureThe authors acknowledge the support provided by the Spanish government (Ministerio de Ciencia e Innovacion), project BIA2010-20234-C03-0

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Design guidelines for FRP reinforced concrete structures

Cited by 33 publications

References 10 publications

Effects of Bar Reinforcement Arrangement on Deformations and Cracking of Concrete Elements

Effects of Bar Reinforcement Arrangement on Deformations and Cracking of Concrete Elements

Enhancement of flexural behaviour of CFRP-strengthened reinforced concrete beams using engineered cementitious composites transition layer

Design procedure and simplified equations for the flexural capacity of concrete members reinforced with fibre‐reinforced polymer bars

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