Cracking Response of RC Members Subjected to Uniaxial Tension

Russo, Gianpiero; Romano, Filippo

doi:10.1061/(asce)0733-9445(1992)118:5(1172)

Cited by 36 publications

(25 citation statements)

References 7 publications

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“…This term seems rather related to the fact that the internal cracks become smaller and eventually close as the distance increases from the steel bar in cases of large covers instead of the elastic shear deformations, which normally are considered negligible . DIN, however, has abandoned the cover term and calculates the maximum transfer length according to Equation , though not exceeding

L_{tτ} = \frac{1}{4} \frac{σ_{s} ϕ}{1.8 f_{ctm}}

, which accounts for the fact that the transfer length varies in the crack formation stage as stated by …”

Section: The Theoretical Background For Crack Width Calculations Of Rmentioning

confidence: 99%

Experimental and theoretical investigation of crack width calculation methods for RC ties

Tan

Eileraas

Opkvitne

et al. 2018

Structural Concrete

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This paper theoretically and experimentally investigates the semi‐empirical formulas recommended by Eurocode 2 (EC2), fib Model Code 2010 (MC2010), and Eurocode 2 with the German National Annex (DIN) for calculating crack widths in reinforced concrete. It is shown that the formulas can be derived from the principles for the idealized behavior of RC ties. However, instead of explicitly solving the resulting differential equations, the use of simplifications leads to inconsistent formulas. An experimental study was carried out involving the testing of eight RC ties to discover the modeling uncertainty of the formulas. It was found that EC2 substantially overestimated the crack widths for the RC ties. MC2010 and DIN seemed to predict the crack widths better, but gave rather a large number of nonconservative crack width predictions. These experimental results, combined with the theoretical study, suggest that a more consistent calculation model should be formulated by explicitly solving the resulting differential equation.

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L_{tτ} = \frac{1}{4} \frac{σ_{s} ϕ}{1.8 f_{ctm}}

, which accounts for the fact that the transfer length varies in the crack formation stage as stated by …”

Section: The Theoretical Background For Crack Width Calculations Of Rmentioning

confidence: 99%

Experimental and theoretical investigation of crack width calculation methods for RC ties

Tan

Eileraas

Opkvitne

et al. 2018

Structural Concrete

View full text Add to dashboard Cite

show abstract

“…3(b)), given by a single bar embedded in a concrete cylinder [3,9] with thickness equal to the minimum cover to the bar, c min , is not reliable. In fact, when a moment gradient exists in the beam, a consequent steel stress gradient develops (f s0 = f sL ) and, the equilibrium of the cylindrical element in Fig.…”

Section: Shear Stress Distribution At the Tip Crack Planementioning

confidence: 99%

Solution for bond distribution in asymmetric R.C. structural members

Russo

Pauletta

Mitri

2009

Engineering Structures

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“…It is well known that, in RC structures, taking account of the tension stiffening effect, which results from the bond slip between steel reinforcement and the surrounding concrete, produces more accurate RC member deformation predictions when a nonlinear FE analysis adopting the smeared crack concept is undertaken (e.g., Wu et al, 1991). Tension stiffening models based on the steel‐to‐concrete interface bond‐slip mechanism are widely available (e.g., Floegl and Mang, 1982; CEB‐FIP, 1985; Gupta and Maestrini, 1990; Okamura and Maekawa, 1991; Wu et al, 1991; Russo and Romano, 1992).…”

Section: Introductionmentioning

confidence: 99%

Modeling of Tension Stiffening Behavior in FRP‐Strengthened RC Members Based on Rigid Body Spring Networks

Dai

Ueda

Sato

et al. 2011

Computer aided Civil Eng

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Allowing for the tension stiffening effects resulting from the bond between steel reinforcement and surrounding concrete leads to effective deformation analysis of reinforced concrete (RC) members when using a nonlinear finite element analysis modeled on the smeared crack concept. Nowadays, externally bonded fiber reinforced polymer (FRP) composites are widely used for strengthening existing RC structures. However, it remains unclear to what extent the tension stiffening of postcracking concrete is quantitatively influenced by the addition of FRP composites, as a result of the bond between the FRP and the concrete substrate. This article presents a discrete model, which is based on rigid body spring networks (RBSN), for investigating the tension stiffening behavior of concrete in FRP‐strengthened RC tensile members. A two‐parameter fracture energy‐based model was deployed to represent the bond‐slip behavior of the FRP‐to‐concrete interface. The reliability of the RBSN model was verified through comparisons with previous test results. Further parametric analysis indicates that the tension stiffening of concrete is hardly influenced by the addition of FRP composites before the yield of steel reinforcement has occurred although concrete crack patterns and crack widths may be influenced by the bond‐slip behavior of the FRP‐to‐concrete interface.

show abstract

Cracking Response of RC Members Subjected to Uniaxial Tension

Cited by 36 publications

References 7 publications

Experimental and theoretical investigation of crack width calculation methods for RC ties

Experimental and theoretical investigation of crack width calculation methods for RC ties

Solution for bond distribution in asymmetric R.C. structural members

Modeling of Tension Stiffening Behavior in FRP‐Strengthened RC Members Based on Rigid Body Spring Networks

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