Behavior and Crack Width of Steel Fiber Reinforced Concrete under One-way Flexure

Abstract

 In this research, to studying the flexural behavior of steel fiber reinforced concrete was tested in accordance with BS EN 14651 and compare the crack width that occur due to different bending moments using the crack width measurement method in accordance with EUROCODE 2 which was further developed by the Löfgren and the RILEM TC 162-TDF standard to determine how much each factor influences flexural behavior and crack width. In the case of curved steel fibers, the residual tensile strength was 5.68%, 11.91 and 16.57% greater than hooked-end steel fibers at crack mouth opening displacement (CMOD) of 1.5, 2.5 and 3.5 mm, respectively. The section at CMOD equal to 0.5 mm has the same residual tensile strength. In case of hooked-end steel fibers, the residual tensile strength was 9.70 %, 11.32 %, 23.67 % and 30.14 % greater than double hooked-end steel fibers at CMOD of 0.5, 1.5, 2.5 and 3.5 mm, respectively. The increase of the hooked-end steel fibers content from 40 to 50 kg/m³ resulted in an increase of the residual tensile strength 76.22 %, 78.91 %, 78.78 % and 70.62% at CMOD of 0.5, 1.5, 2.5 and 3.5 mm, respectively. The steel fiber content and the steel fiber shape are all affect the calculated crack width. Increasing the steel fiber content leads to a decrease crack width and the use of hooked-end steel fibers cause the calculated crack width to become less than the use of double hooked-end steel fibers at the same bending moment.