Deflection and cracking behavior of SFRSCC beams reinforced with hybrid prestressed GFRP and steel reinforcements

Mazaheripour, Hadi; Barros, Joaquim A. O.; Soltanzadeh, Fatemeh; Sena-Cruz, José

doi:10.1016/j.engstruct.2016.07.026

Cited by 37 publications

(32 citation statements)

References 26 publications

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“…One of the promising strategies is combining FRP and steel bars for the flexural reinforcement, by applying the FRP bars with the highest internal arm, i.e., with the minimum concrete cover thickness as possible, in order to take advantage of the relatively high tensile capacity of this reinforcement and its immunity to corrosion. For guaranteeing the required level of ductility, as well as the necessary safety in case of a fire, steel bars are also used with a sufficient concrete cover [22][23][24]. Such reinforcement layout also ensures protection from corrosion of the steel bars since the outer layer of the FRP reinforcement offers resistance to the development of macro cracks by promoting the formation of multiple secondary cracks.…”

Section: Introductionmentioning

confidence: 99%

Mechanical behavior of concrete prisms reinforced with steel and GFRP bar systems

Rimkus

Gribniak

Barros

2019

Composite Structures

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Being immune to corrosion, and having a tensile strength up to three times higher than structural steel, glass fiber reinforced polymer (GFRP) bars are suitable for reinforcing concrete structures exposed to aggressive environmental conditions. However, a relatively low elasticity modulus of GFRP bars favors the occurrence of relatively large deformability of cracked reinforced concrete. Lack of ductility and degradation of properties under high temperature can be also identified as debilities of GFRP bars over steel ones. Combining GFRP and steel bars can be a suitable solution to overcoming these concerns. Nevertheless, the application of such reinforcement systems requires reliable material models. Unfortunately, the influence of the relative area of GFRP and steel bars on the tensile capacity of cracked concrete was never investigated from the experimental point of view, mainly crossing results from different tools on the assessment of the cracking process. This paper experimentally investigates deformations and cracking behavior of concrete prisms reinforced with different arrangements of steel and GFRP bars. The test results of 11 elements are reported. The cracking process is analyzed considering the hybrid reinforcement particularities and a preliminary approach is proposed for the prediction of the crack width for this type of reinforced concrete elements.

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Section: Introductionmentioning

confidence: 99%

Mechanical behavior of concrete prisms reinforced with steel and GFRP bar systems

Rimkus

Gribniak

Barros

2019

Composite Structures

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“…Numerical simulations were performed to obtain the post-cracking constitutive laws of the developed RSFRC, derived from the inverse analysis by fitting the experimental results obtained in 3PNBBT and RPT-3ps, which knowledge may contribute to future design guidelines and design tools for RSFRC structures under aggressive chloride exposure conditions. The fracture parameters define the

constitutive law that governs the fracture propagation of the RSFRC when using a FEM-based model [ 38 ], a cross-sectional approach [ 39 ], or any formulation capable to simulate the contribution of the post-cracking tensile capacity of a cement-based material for the verifications at the serviceability and at ultimate limit state conditions [ 20 ].…”

Section: Numerical Simulationsmentioning

confidence: 99%

“…In this case, the fiber reinforcement is very effective, but it is only representative of a real FRC structure if the fiber distribution in the governing failure section of the structure can be represented by the one observed in the three-point notched beam bending test. FRC beams of relatively small cross-section width pertain to this class of structures [ 20 ]. In the case of slabs or shells, the fiber distribution is almost orthotropic, with the tendency of the fibers to be parallel to the middle plane of this type of structure, but in the plane, the fiber orientation is random [ 21 ].…”

Section: Introductionmentioning

confidence: 99%

Influence of the Chloride Attack on the Post-Cracking Behavior of Recycled Steel Fiber Reinforced Concrete

2021

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The main purpose of the present work is to study the mechanical behavior and durability performance of recycled steel fiber reinforced concrete (RSFRC) under a chloride environment. To this end, the effect of chloride attack on the load-carrying capacity of pre-cracked RSFRC round panels is investigated by performing round panel tests supported on three points (RPT-3ps), considering the influence of the crack width and the fiber distribution/orientation profile. In addition, the influence of the adopted chloride exposure conditions on the post-cracking constitutive laws of the developed RSFRC is also assessed by performing numerical simulations for the prediction of the long-term performance of RSFRC under these aggressive conditions. The tensile stress–crack width relationship of RSFRC is derived by performing an inverse analysis with the RPT-3ps results. The obtained experimental and numerical results show a negligible effect of the chloride attack on the post-cracking behavior of RSFRC for the chloride exposure conditions and pre-crack width levels adopted in this study.

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“…More frequent use of fiber reinforced polymers (FRP) bars for the flexural reinforcement of concrete elements due to their corrosion immunity, high strength‐to‐weight ratio, good fatigue behavior and non‐magnetic nature and smaller elasticity modulus than of steel bars, which together the smaller bond performance, place extra challenges in terms of accomplishing the performance requisites for serviceability limit state conditions, mainly in the crack width and deflection. The modulus of elasticity of FRP reinforcement varies between 32 GPa and 148 GPa, depending on the type of fibers: glass fiber reinforced polymer (GFRP)—32/52 GPa, carbon fiber reinforced polymer 105/148 GPa (CFRP), and aramid fiber reinforced polymer (AFRP)—47/81 GPa).…”

Section: Introductionmentioning

confidence: 99%

Shear behavior of concrete beams reinforced exclusively with longitudinal glass fiber reinforced polymer bars: Experimental research

Kaszubska

Kotynia

Barros

et al. 2018

Structural Concrete

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This paper aims to investigate the shear failure mechanisms in beams exclusively reinforced with longitudinal glass fiber reinforced polymer bars and to propose a design-based approach to predict the shear capacity of this type of beams. An experimental program composed of seven T cross section shaped concrete beams was executed to analyze the influence of the flexural reinforcement configuration on the shear capacity and deformability of the beams. Three values of the flexural reinforcement ratio (ρ l ), 1%, 1.4%, and 1.80% were adopted. Digital image correlation technique was used to better capture and analyze the cracking process up to the formation of the shear failure crack. Test results indicated that the shear capacity was not dependent of ρ l up to a limit of around 1.4%, but a tendency of the shear capacity to increase with ρ l was registered above this limit due to a more pronounced favorable contribution of aggregate interlock and dowel effect. K E Y W O R D S aggregate interlock, DIC, dowel effect, GFRP flexural reinforcement, shear capacity, shear failure, T-shaped RC beams 1 | INTRODUCTIONGenerally, the shear resistance of reinforced concrete (RC) beams or slabs is determined as a sum of the shear resistance attributed to the concrete V Rd,c and the shear resistance provided by the shear reinforcement V Rd,s . According to Eurocode 2 1 in regions of a member where V Ed ≤ V Rd,c no calculated shear reinforcement is necessary, where V Ed is the design shear force in the considered section, resulting from external loadings and prestressing force. In regions where V Ed > V Rd,c , sufficient shear reinforcement should be provided in order to satisfy the condition V Ed ≤ V Rd = V Rd,s , which means that the concrete contribution for the shear resistance of the member is not considered.Many structures constructed in 1960s have RC slabs without shear reinforcement. Since significant part of these slabs are still being used without any damage, a reasonable question that can be erased is about the reliability of actual existing codes on the prediction of the shear capacity of RC members without transverse reinforcement.On the other hand, intense research was carried out on RC members without shear reinforcement, by investigating the influence of several parameters on the shear capacity of this type of members (e.g., size effect, concrete strength, shear span-to-depth ratio, flexural reinforcement ratio). [2][3][4][5] Despite the strong research effort on the shear-transfer mechanisms in RC beams without stirrups, 3,4 this issue still raises many doubts and controversial opinions, due to the difficulties of isolating each mechanism and capture its influence on the shear capacity of an RC member, as well as the large scatter of results, even in members of same concrete strength and longitudinal reinforcement ratio.The shear capacity of RC beams without stirrups is governed by the following main shear-transfer mechanisms: aggregate interlock effect (V a ), 4 dowel action of the

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Deflection and cracking behavior of SFRSCC beams reinforced with hybrid prestressed GFRP and steel reinforcements

Cited by 37 publications

References 26 publications

Mechanical behavior of concrete prisms reinforced with steel and GFRP bar systems

Mechanical behavior of concrete prisms reinforced with steel and GFRP bar systems

Influence of the Chloride Attack on the Post-Cracking Behavior of Recycled Steel Fiber Reinforced Concrete

Shear behavior of concrete beams reinforced exclusively with longitudinal glass fiber reinforced polymer bars: Experimental research

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