Flexural response of high‐strength steel‐ultra‐high‐performance fiber reinforced concrete beams based on a mesoscale constitutive model: Experiment and theory

Abstract

This paper presents the results of experimental and theoretical studies undertaken to assess the flexural performance of high‐strength steel‐ultra‐high‐performance fiber reinforced concrete (HSS‐UHPFRC) beams. A total of nine HSS‐UHPFRC beams were tested, and the influence of fiber volume fraction, fiber type, longitudinal reinforcement ratio, and concrete strength on the flexural response was evaluated. The results indicate that sufficient longitudinal reinforcement should be provided in a UHPFRC beam to avoid abrupt failure and possible catastrophic collapse. After the loss of the fiber bridging effect, corresponding to the fibers being pulled out from the matrix, which occurs one by one with audible sound which is sizzling, redistribution, and homogenization of the concrete stress beside cracks, induced by the dispersed fibers, takes place and more flexural cracks with small spacing appear besides the existing cracks. The beam stiffness was about 85% of the initial beam stiffness at flexural cracking state and was only approximately 25% of the initial beam stiffness at the ultimate state. A constitutive model is proposed, including a bilinear model for compression and a drop‐down model for tension, taking into account uniform distribution, embedment length, and orientation of fibers for the multi‐scale mechanics analysis. A flexural strength model was subsequently derived on the basis of the proposed mesoscale constitutive model; strain compatibility and force equilibrium were taken into account. The prediction of the ultimate flexural capacity and the overall post‐cracking response with the proposed model show a good agreement with the test results.