Fiber–matrix interaction at early ages of concrete with short fibers

Barluenga, Gonzalo

doi:10.1016/j.cemconres.2009.11.014

Cited by 42 publications

(10 citation statements)

References 13 publications

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“…This fact can be explained considering the fiber distribution and the stress development on the fiber-paste interface during early ages. The fibers work different depending on the relative position between fiber and crack [14,24]. This process has been described in concretes with short fibers and VF above 0.07%.…”

Section: Early Age Shrinkage and Crackingmentioning

confidence: 98%

“…The length, diameter and geometry of fibers modifies their effectiveness [6]. The inclusion of fibers may also produce shear stresses due to the different mechanical stiffness of fiber and young concrete [24]. Fiber length influences stress intensity and modifies the time when maximum stress values occur.…”

Section: Introductionmentioning

confidence: 99%

“…Fiber length influences stress intensity and modifies the time when maximum stress values occur. Fiber volumetric fractions (VF) of 0.05-0.1% can reduce early age cracking risk, although there is not a lineal relation between fiber VF and cracking control ability [24].…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Combined effect of Polypropylene fibers and Silica Fume to improve the durability of concrete with natural Pozzolans blended cement

Medina

Barluenga

Olivares

2015

Construction and Building Materials

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Section: Early Age Shrinkage and Crackingmentioning

confidence: 98%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Combined effect of Polypropylene fibers and Silica Fume to improve the durability of concrete with natural Pozzolans blended cement

Medina

Barluenga

Olivares

2015

Construction and Building Materials

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“…polypropylene and polyethylene) significantly improved the shear strength and ductility of fibre-reinforced concrete beams and affected cracking propagation and failure mode (Altoubat et al, 2009;Tantary et al, 2012). The potential of fibres to enhance the shear strength of concrete is based on the stress bridging across crack surfaces (Barluenga, 2010;Shah and Weiss, 2006), which also causes a more ductile failure mode (Jatale and Kalurkar, 2013). The shear strength and ductility improvements of fibre-reinforced concrete beams have been observed, which indicates the potential for improving the punching shear strength and cracking control of slab-column connections by the use of fibres.…”

Section: Introductionmentioning

confidence: 99%

Punching shear behaviour of shear reinforced concrete slabs

Choi

Truong

Kim

et al. 2015

Proceedings of the Institution of Civil Engineers - Structures

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This study investigates the punching shear behaviour of reinforced concrete slabs with various shear reinforcement, including newly developed metallic fibres. Six slab specimens of dimensions 1800 3 1800 3 120 mm are constructed.The test parameters include fibre type, shear reinforcement type and fibre volume fraction. Conventional steel fibres, amorphous metallic fibres (AMFs), stirrups and stud rails are used as shear reinforcement and fibre volume fractions of 0%, 0 . 6% and 0 . 8% are added into the concrete. The test results show that the use of AMFs in concrete could improve the peak load and maximum deflection of slabs subjected to direct shear. The addition of 0 . 8% fibre volume fraction of AMFs into concrete increases the peak load and maximum deflection by 35 . 39% and 72 . 41%, respectively.In contrast, stirrups and stud rails used as shear reinforcement show less contribution to the increase of the peak load and maximum deflection. The test results are compared with the predictions by current design codes of the Korea Concrete Institute, KCE 2012, and the American Concrete Institute, ACI 318-11, and strength models. Based on the limited test results, a resistance model for evaluating the strength resistance of AMFs is developed, and its prediction is compared with the test results. Notation A p horizontally projected area of punching shear failure (m 2 ) A T cross-sectional area of inclined tension zone (m 2 ) A v total cross-sectional area of shear reinforcement within a distance of s (m 2 ) b 0 average critical perimeter of punching failure surface (m) c u depth of compression zone (m) d effective slab depth (m) d g maximum aggregate size (mm) d g0 reference aggregate size (mm) E s modulus of elasticity of steel rebar (MPa) f 9 c compressive strength of a correlative concrete measured at the 28th day of concrete age (MPa) f ct tensile strength of fibre-reinforced concrete (MPa) f pc post-cracking tensile strength of fibre-reinforced concrete (MPa) f f pc average post-cracking tensile strength (steel fibres) or average tensile strength (amorphous metallic fibres) of fibre-reinforced concrete (MPa) f t tensile strength of concrete (MPa) f y yield strength of steel rebar (MPa) f yt yield strength of shear reinforcement (MPa) k bbond factor k b0 aspect ratio factor k s size effect factor L f =D f fibre aspect ratio s centre to centre spacing of shear reinforcement in direction parallel to longitudinal reinforcement (m) V c punching shear resistance of concrete contribution (kN) V f fibre volume fraction (%) V frc punching shear resistance of fibre contribution (kN) V n overall punching shear resistance of slab-column connections (kN) V s punching shear resistance of shear reinforcement (kN) v c average shear stress capacity (MPa) w opening of critical shear crack (mm) w c unit weight of plain concrete w f unit weight of fibres AE s effect factor of column's position 402 â effect of fibre shape and concrete type º coefficient of light-weight concrete º 1 expected pull-out length ratio º 2 efficiency fac...

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“…The reduction of cracking is of great importance especially in the first hours after pouring, when the concrete possesses low tenacity and low Young's modulus, and the stresses arising as a result of shrinkage exceed its strength [16].…”

Section: Introductionmentioning

confidence: 99%

Application of Polypropylene Fibrillated Fibres for Reinforcement of Concrete and Cement Mortars

Broda¹

2016

High Performance Concrete Technology and Applications

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Polypropylene fibres have been applied for reinforcement of cement mortars and concrete for many years. The fibres restrict crack propagation and positively affect several concrete parameters. To improve the adhesion of polypropylene to cement matrix, geometrically deformed or modified fibres are commonly used. Good results are obtained by application of fibrillated fibres with the net-like structure obtained from the polypropylene types. The fibrillated polypropylene fibres were produced. The fibres were chopped to specified lengths and used for the reinforcement of concrete and cement mortars. The parameters of fresh concrete and mechanical parameters of reinforced concrete and mortar were determined. It was stated that the fibres do not affect the compressive strength of the reinforced concrete and mortar. The beneficial effect of fibres on the compressive strength of concrete is revealed after freezing and thawing cycles. The fibres influence the bending strength of the mortars. For mortars reinforced with fibrillated fibres a significant increase in the bending strength is observed. The increase in the bending strength results from enhanced interfacial adhesion and mechanical anchoring, which results from opening of the network structure and splitting of fibrillated fibres.

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Fiber–matrix interaction at early ages of concrete with short fibers

Cited by 42 publications

References 13 publications

Combined effect of Polypropylene fibers and Silica Fume to improve the durability of concrete with natural Pozzolans blended cement

Combined effect of Polypropylene fibers and Silica Fume to improve the durability of concrete with natural Pozzolans blended cement

Punching shear behaviour of shear reinforced concrete slabs

Application of Polypropylene Fibrillated Fibres for Reinforcement of Concrete and Cement Mortars

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