Abstract
It is known that steel fibre can reduce the crack width of reinforced concrete flexural members however generally accepted crack width calculation method does not exist yet. The residual tensile strength which is used for crack width calculations should be obtained from tests. Three crack width calculation methods of steel fibre and ordinary reinforced concrete flexural members are discussed in this paper. All these methods have been derived using Eurocode 2 provisions, which are intended to the members without the fibre. Experimental cracking results of small cross section flexural members reinforced with steel fibre and ordinary reinforcement are also discussed. A scatter of the residual tensile strength which is obtained from three point bending test and its influence to the crack width is also reviewed briefly. Calculated crack widths are compared to the experimental results. It is determined that due to lack of the specimens the large deviations of residual flexural tensile strength can be obtained and it can cause the significant errors of calculated crack widths. DOI: http://dx.doi.org/10.5755/j01.sace.6.1.6336
Highlights
The application of steel fibre has been investigated over the past few decades
For the crack width calculation of steel fibre and ordinary reinforced concrete members RILEM has proposed an application of crack width calculation method this article
It should be noted that in the case of the crack width calculation according to the RILEM method, the stress in the tensile reinforcement calculated under loading conditions causing first cracking is considered, while neither the supplemented nor the corrected EC2 method do not take this into account
Summary
The application of steel fibre has been investigated over the past few decades. Today the steel fibre is commonly used in slabs on grade and sprayed concrete other application areas exist. Depending on the fibre parameters and the fibre content the post cracking strength can be higher or lower than the tensile (peak) strength of SFRC (Naaman, 2003; Ulbinas, 2012; Vandewalle, 2007). When the residual tensile strength of SFRC is higher than the tensile strength, strain/deflection hardening post cracking behaviour is achieved In this case, more cracks will open if the load is still increasing after the cracking. In order to determine material properties of the SFRC some different tests methods were proposed: three and four point bending tests, round and square panel tests, wedge splitting tests and uniaxial tension tests It is established, that the size of specimens determines a scatter of results – as the cracked area is bigger as the scatter of the results is lower. Tests and calculation results other scientists have analysed this method and made their corrections (Jansson et al, 2010; Löfgren, 2007)
Sign-in/Register to view highlights & summary Sign-in/Register to access full text options 
Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a callMore From: Journal of Sustainable Architecture and Civil Engineering
Disclaimer: All third-party content on this website/platform is and will remain the property of their respective owners and is provided on "as is" basis without any warranties, express or implied. Use of third-party content does not indicate any affiliation, sponsorship with or endorsement by them. Any references to third-party content is to identify the corresponding services and shall be considered fair use under The CopyrightLaw.
