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Post-cracking behaviour of steel fibre reinforced concrete
Abstract Recently, RILEM TC 162-TDF has proposed equivalent,feq, and residual,fR, flexural tensile strength parameters to characterize and simulate the post-cracking behaviour of steel fibre reinforced concrete (SFRC) structures. In the current work, more than two hundred flexural tests are carried out according to the RILEM TC 162-TDF recommendations and the corresponding values offeq andfR parameters are evaluated. In series of specimens reinforced with fibres of a distinct length/diameter ratio, similar values offeq andfR parameters were obtained in these series. Although a strong correlation betweenfeq andfR was determined, a larger scatter offR values was observed thereby revealingfeq to be more appropriate for design purposes. A numerical strategy involving a cross sectional layered model and an inverse analysis was developed to evaluate the post-cracking stress-strain and the stress-crack opening diagrams for the tested SFRC. This strategy was also used to determine a relation between the post-cracking strain, $ ɛ^{pcr} $, and the crack opening displacement,w, ($ ɛ^{pcr} $=w/Lp) which is useful for evaluating the crack opening when numerical strategies based on a stress-strain approach are used. The obtainedLp values range from half the specimen cross section height to half the distance between the tip of the notch and the top of the cross section.
Post-cracking behaviour of steel fibre reinforced concrete
Abstract Recently, RILEM TC 162-TDF has proposed equivalent,feq, and residual,fR, flexural tensile strength parameters to characterize and simulate the post-cracking behaviour of steel fibre reinforced concrete (SFRC) structures. In the current work, more than two hundred flexural tests are carried out according to the RILEM TC 162-TDF recommendations and the corresponding values offeq andfR parameters are evaluated. In series of specimens reinforced with fibres of a distinct length/diameter ratio, similar values offeq andfR parameters were obtained in these series. Although a strong correlation betweenfeq andfR was determined, a larger scatter offR values was observed thereby revealingfeq to be more appropriate for design purposes. A numerical strategy involving a cross sectional layered model and an inverse analysis was developed to evaluate the post-cracking stress-strain and the stress-crack opening diagrams for the tested SFRC. This strategy was also used to determine a relation between the post-cracking strain, $ ɛ^{pcr} $, and the crack opening displacement,w, ($ ɛ^{pcr} $=w/Lp) which is useful for evaluating the crack opening when numerical strategies based on a stress-strain approach are used. The obtainedLp values range from half the specimen cross section height to half the distance between the tip of the notch and the top of the cross section.
Post-cracking behaviour of steel fibre reinforced concrete
Barros, J. A. O. (author) / Cunha, V. M. C. F. (author) / Ribeiro, A. F. (author) / Antunes, J. A. B. (author)
2005
Article (Journal)
English
Post-cracking behaviour of steel fibre reinforced concrete
| British Library Online Contents | 2005
Post-cracking behaviour of steel fibre reinforced concrete
| Springer Verlag | 2005
Post-cracking behaviour of steel fibre reinforced concrete
| Online Contents | 2005
Post-cracking behaviour of steel fibre reinforced concrete
| Springer Verlag | 2005