The influence of the parameter ?/?eff on crack widths

Beeby, A. W.

doi:10.1680/stco.5.2.71.48276

Cited by 34 publications

(67 citation statements)

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“…6 shows the average crack widths measured by Farra and Jaccoud for a series of three specimens reinforced with a 14 mm bar plotted against the strain in the reinforcement at a crack (ó s2 /E s ). A good linear relationship is obtained between crack width and steel strain and, according to equation (7), the gradient of this line is S o . This approach has been used to establish S o for the same specimens as had been used previously.…”

Section: Development Of An Expression For S Omentioning

confidence: 83%

“…The most well-established theory for the prediction of cracking predicts that S o will be proportional to ö/r. In a recent paper 7 Beeby showed, from an analysis of extensive cracking data from many sources, that ö/r has no discernable influence on cracking, and hence on S o . It is shown that the critical parameter is the cover, c. This confirms the conclusions of earlier work in the UK 8 and USA.…”

Section: Development Of An Expression For S Omentioning

confidence: 99%

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Cracking and deformation of axially reinforced members subjected to pure tension

Beeby

Scott

2005

Magazine of Concrete Research

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. (2005) 'Cracking and deformation of axially reinforced members sub jected to pure tension.', Magazine of concrete research., 57 (10). pp. 611-621.Further information on publisher's website:http://dx.doi.org/10. 1680/macr.2005.57.10.611 Publisher's copyright statement:Additional information: Use policyThe full-text may be used and/or reproduced, and given to third parties in any format or medium, without prior permission or charge, for personal research or study, educational, or not-for-prot purposes provided that:• a full bibliographic reference is made to the original source • a link is made to the metadata record in DRO • the full-text is not changed in any way The full-text must not be sold in any format or medium without the formal permission of the copyright holders.Please consult the full DRO policy for further details. This paper describes work carried out as part of a major experimental and theoretical investigation into tension stiffening. This work was carried out at the universities of Leeds and Durham. The experimental work enabled a detailed study to be undertaken of the behaviour of concrete in tension surrounding reinforcing bars. This study showed that a more-or-less linear variation in concrete and steel stress occurred in the region affected by a crack and also that behaviour of the concrete in the region of a crack remained substantially elastic. The experimental study permitted equations to be developed to predict the deformations and crack widths in axially reinforced tension members. Tests of the formulae for crack widths are reported and the formulae are shown to be satisfactory. A more detailed model of the behaviour in the region of a crack is proposed and shown to be reasonable. NotationA c area of concrete A s area of reinforcement c cover E c modulus of elasticity of the concrete E s modulus of elasticity of the reinforcement f c compressive strength of concrete f ct tensile strength of the concrete L the length of the specimen (or the length over which measurements are taken) N axial tension force n number of cracks S o the transfer length within which there is a transfer of force by bond between the reinforcement and the concrete S rm average crack spacing s the slip at the point considered s 1 the slip at the maximum bond stress w the crack width w av the average crack width AE a coefficient AE e modular ratio ¼ E s /E c a the extension of a specimen prior to cracking˜b the extension of the reinforcement over the length 2S o centred on a crack c the shortening of the concrete over the distance 2S o on formation of a crack â a constant of integration such that the shaded area in Fig. 5(b) is given by 2S o â(å s2 Àå o ) å cm average strain in the concrete (used in MC 90) å cs strain caused by shrinkage (used in MC 90) å o the strain in an uncracked tension member å sm average strain in the reinforcement ¼ the average strain in a tension member å s2 the strain in the reinforcement at a crack (concrete carries no tension) r A s /A c ó ct stress in the concrete ô the bond stress. ô...

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Section: Development Of An Expression For S Omentioning

confidence: 83%

Section: Development Of An Expression For S Omentioning

confidence: 99%

Cracking and deformation of axially reinforced members subjected to pure tension

Beeby

Scott

2005

Magazine of Concrete Research

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“…Several researchers have investigated the variation of crack width from the bar level to the surface by measuring the displacements of a concrete end surface with a bar embedded in it. [1][2][3][4][5][6] It was found that surface crack widths are of the order of at least twice the crack width close to the bar surface for normal thicknesses of the concrete cover.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear analysis of crack widths in reinforced concrete

Tammo

Lundgren

Thelandersson

2009

Magazine of Concrete Research

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Former research indicates that the crack width close to the bar can be a better indicator for the risk for reinforcement corrosion than, as current concrete codes impose, the crack width at the concrete surface. In this paper a finiteelement model is used to increase the understanding of how the crack width varies at different levels from the reinforcement and how different mechanisms control this behaviour. Concrete and reinforcement are modelled with solid elements, where nonlinear fracture mechanics is used for the concrete material and a model, which has been modified for this purpose, describes the bond between steel and concrete. The results of the finite-element calculations of the crack widths are compared to earlier experimental studies. Both the finite-element analysis and experimental studies are performed on axially loaded concrete prisms with a central 16 mm reinforcement bar and concrete covers of 30, 50 and 70 mm. The finite-element analysis verifies the results from former experimental research, where the crack widths close to the reinforcement bar are affected only slightly, or not at all, by the concrete cover. This can lead to new possibilities of enlarging the concrete cover and increasing the durability of concrete structures in future.

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“…A summary of the previous work on crack width and spacing formulations in RC members are presented in Borosnyoi and Balazs [29]. In general, these equations have the following format [30]:…”

Section: Code Provisions For Crack Spacing and Crack Widthmentioning

confidence: 99%

“…More recent studies have shown that the cover of concrete also has a significant influence [30][31][32]. In EC2-04 [17] the following equation was proposed to evaluate the maximum crack spacing for RC elements:…”

Section: Code Provisions For Crack Spacing and Crack Widthmentioning

confidence: 99%

Cracking behavior and crack width predictions of FRP strengthened RC members under tension

Zomorodian

Yang

Belarbi

et al. 2016

Engineering Structures

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This is the accepted version of the paper.This version of the publication may differ from the final published version. Permanent repository link CRACKING BEHAVIOR AND CRACK WIDTH PREDICTIONS OF FRP STRENGTHENED RC MEMBERS UNDER TENSION AbstractThis paper presents and discusses the experimental results of uniaxial tensile tests of fiber reinforced polymer externally strengthened reinforced concrete (FRP strengthened RC) prisms in terms of crack width and crack spacing. As a non-contact and material independent system for in-time measurement of displacement and strain, the digital image correlation (DIC) technique has been used in this study for investigating the evolution of strains and formation of cracks during uniaxial tensile tests. As a result, the cracks were measured precisely at any load stage.The experimental results of tests performed by authors and other researchers on FRP strengthened RC members in tension are compared to prediction models from code provisions and guidelines (Eurocode 2 and fib 14), and their suitability are analyzed and discussed. The results show the dependence of the behavior and crack characteristics of FRP strengthened RC members to parameters such as wrapping scheme and FRP reinforcement ratios which are not included in design provisions for crack analysis. A new formulation for crack width and spacing for FRP strengthened RC members, calibrated using the experimental results, has been proposed which considers all the main affecting parameters.

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The influence of the parameter ?/?eff on crack widths

Cited by 34 publications

References 10 publications

Cracking and deformation of axially reinforced members subjected to pure tension

Cracking and deformation of axially reinforced members subjected to pure tension

Nonlinear analysis of crack widths in reinforced concrete

Cracking behavior and crack width predictions of FRP strengthened RC members under tension

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