Postcracking tensile behavior of blended steel fiber‐reinforced concrete

Abstract

Fiber blends have the potential to improve the mechanical and sustainability credentials of steel fiber‐reinforced concrete (SFRC), but at which ratios these can work is not known a priori. This paper investigates the uniaxial tensile stress–strain ( σ − ε) relationship of blended SFRC using manufactured steel fibers on their own, or blended with sorted steel fibers recycled from end‐of‐life tires (recycled tire steel fiber [RTSF]), at total fiber dosages of 30, 35, and 45 kg/m3. The accuracy of two σ − ε relations proposed by RILEM TC 162‐TDF and Model Code 2010 is assessed using the experimental results from concrete prisms. By using nonlinear finite element (FE) analysis, it is found that the RILEM approach can lead to significant overestimation (up to 72%) of peak flexural load and energy absorption capacity (up to 39%), while the Model Code 2010 can provide a rather accurate prediction of the energy absorption capacity and some overestimation (less than 34%) of the peak flexural load. Inverse FE analysis is used to determine indirectly the uniaxial tensile σ − ε relations of the examined SFRC mixes, and a simplified trilinear relation for SFRC is proposed. It is concluded that the tensile strength of SFRC with RTSF at a low total fiber dosage is only marginally improved by fiber addition, and the postcracking tensile strengths at different strains can be determined directly from residual flexural tensile strengths (f Ri) of prisms.

Influence of concrete strength, fiber content and aspect ratio in the residual flexural strength of steel fiber reinforced self-compacting concrete

“…Despite the variations found in the different SFRSCC, there were no major changes promoted by the addition of fibers in the compressive strength of the concrete. The same was observed in the concretes produced by Hu et al [20].…”

Mechanical Properties and Air Permeability of Concrete Containing Waste Tires Extracts

“…In addition, Eldin and Senouci (1994) observed that the control specimens were broken into two pieces under loading while the rubberized concrete did not show brittleness under flexural loading. Moreover, Hu et al, (2018) reported that the addition of specific ratios of blended steel fibres in concrete improved the mechanical properties.…”

An improved Lubliner strength model based on Ottosen failure criterion for concrete under multiaxial stress state

“…However, not all of these methods have been integrated into developed software, which generally requires considerable theoretical knowledge and programming expertise. Moreover, the damaged plasticity model, integrated into the commercial FEM software ABAQUS, 10 has been widely applied to analyze the damage evolution and plastic deformation processes of concrete structures, [11][12][13][14][15][16][17][18][19][20][21] such as reinforced concrete tunnel linings under earthquakes, [22][23][24][25] blasts, [26][27][28] impact, 29 and high water pressures. 30 The yield condition in this constitutive model is controlled by the Lubliner SC, which was first proposed by Lubliner et al 31 and Oller et al 32 (the Lubliner-Oller SC), later modified by Lee and Fenves 33 (the Lubliner-Lee SC) aimed at the concrete failure surface in multiaxial stress states.…”

“…[34][35][36][37][38] Validation results have demonstrated that the Lubliner SC successfully reproduces nonlinear concrete behavior under various loading conditions. However, this SC is focused more on tensiondominated fracture and deformation under a low confining pressure [11][12][13][14][15][16][17][18][19][20][21] than on the effect of compressive damage and plasticity considering concrete elements in multiaxial stress states. Moreover, its implementations have mainly been limited to nontriaxial compression problems, and little attention has been paid to its applicability in triaxial compressive stress states.…”