Flexural Deformability of Reinforced Concrete Beams

Fantilli, Alessandro Pasquale; Ferretti, Daniele; Iori, I.; Vallini, Paolo

doi:10.1061/(asce)0733-9445(1998)124:9(1041)

Cited by 55 publications

(30 citation statements)

References 8 publications

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“…In RC and R/FRC beams, subjected to either constant or variable bending moments, it is practically impossible to predict a unique evolution of crack pattern [12]. For these structures, due to the random nature of cracking, it appears more appropriate to define, for a given pair of applied actions M-N (where, M = bending moment; and N = normal force), the maximum and the minimum values of crack width and crack spacing.…”

Section: The Evaluation Of Crack Patternmentioning

confidence: 99%

Crack Patterns in Reinforced and Fiber Reinforced Concrete Structures

Chiaia¹,

Fantilli²,

Vallini³

2008

TOBCTJ

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The cracking phenomenon of members made of traditional reinforced concrete (RC) or by combining steel fibers and traditional reinforcing bars (R/FRC) is analyzed in this paper. Referring to the tensile zone of a beam subjected to bending moment and axial load, a unique block model is introduced to predict crack widths, crack lengths and crack distances. The proposed approach, based on the nonlinear behaviour of the cracked cement-based material in tension, and on the bond-slip interaction between rebars and concrete, provides crack patterns similar to those observed in different experimental campaigns. Cracks in R/FRC beams are generally narrower, and originate at small distances, than those observed in RC beams having the same geometry and reinforcement ratio. This is entirely due to the presence of fibers, here considered through the Reinforcing Index, which is the product of volume percentage and fiber aspect ratio. However, the beneficial effect of fiber-reinforcement vanishes with the increase of structural dimension. Thus, in the case of massive structures, it appears necessary a direct calculation of the crack width, even in the presence of fibers.

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Section: The Evaluation Of Crack Patternmentioning

confidence: 99%

Crack Patterns in Reinforced and Fiber Reinforced Concrete Structures

Chiaia¹,

Fantilli²,

Vallini³

2008

TOBCTJ

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“…Partial-interaction numerical models [5][6][7][8][9] have been developed in order to gain an understanding of the behaviour of reinforced-concrete hinges. These models often use a shooting method of analysis [10] that requires the determination of the boundary conditions and, hence, are the first step in developing the governing mathematical equations.…”

Section: Numerical Modellingmentioning

confidence: 99%

“…4 as discrete and independent elements. Numerous boundary conditions have been used to find a solution [6][7][8][9] such as: full-interaction at the cracked section; equally spaced cracks; and zero slip mid-way between cracks. The next step was to allow for interaction between adjacent elements [5] and this required additional boundary conditions such as the assumption that the crack width varied linearly and the crack faces moved as rigid bodies.…”

Section: Numerical Modellingmentioning

confidence: 99%

Ductility of FRP plated flexural members

Oehlers

2006

Cement and Concrete Composites

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“…Such models, as well as the tension stiffening investigation of reinforced concrete structures, consist of the classical equilibrium and compatibility equations (Fantilli et al, 1998). Cohesive interface models are seldom used in the case of fiber pullout, because bond properties of fiber and matrix cannot be generalized, but have to be measured in each single case (Shah and Ouyang, 1991).…”

Section: Introductionmentioning

confidence: 99%

A Cohesive Interface Model for the Pullout of Inclined Steel Fibers in Cementitious Matrixes

Fantilli

Vallini

2007

ACT

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The nonlinear behavior of fractured quasi-brittle materials is conventionally modeled with a fictitious crack model, which relates stresses on the crack surfaces to the corresponding crack widths. Its definition for fiber reinforced concrete is only possible by introducing a cohesive model for the matrix, and by modeling the pullout of randomly oriented fibers. To this aim, a new cohesive interface model, able to predict effectively the pullout response of inclined fiber, is presented in this paper. Based on the nonlinear behavior of steel fibers and cementitious matrixes, the proposed approach also takes into account the bond-slip relationship between the materials. By means of an iterative procedure, numerical results similar to experimental data can be obtained. In particular, maximum pullout forces at given inclination angles, as well as the complete pullout load vs. displacement diagrams, can be correctly predicted. Moreover, according to test results, the proposed approach shows, from the first pullout stage, the dependence of the response both on crushing of cementitious matrix and on yield strength of steel fibers.

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Flexural Deformability of Reinforced Concrete Beams

Cited by 55 publications

References 8 publications

Crack Patterns in Reinforced and Fiber Reinforced Concrete Structures

Crack Patterns in Reinforced and Fiber Reinforced Concrete Structures

Ductility of FRP plated flexural members

A Cohesive Interface Model for the Pullout of Inclined Steel Fibers in Cementitious Matrixes

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