Finite element analysis of CFRP-externally strengthened reinforced concrete beams subjected to three-point bending

Abstract

Purpose This paper aims to develop a non-linear finite element model predicting the response of externally strengthened beams under a three-point flexure test. Design/methodology/approach The ANSYS software is used for modeling. SOILD65, LINK180, SHELL181 and SOLID185 elements are used, respectively, to model concrete, steel reinforcement, polymer and steel plate support. A parametric study was carried out. The effects of compressive strength, Young’s modulus, layers number and carbon fiber-reinforced polymer thickness on beam behavior are analyzed. A comparative study between the non-linear finite element and analytical models, including the ACI 440.2 R-08 model, and experimental data is also carried out. Findings A comparative study of the non-linear finite element results with analytical models, including the ACI 440.2 R-08 model and experimental data for different parameters, shows that the strengthened beams possessed better resistance to cracks. In general, the finite element model’s results are in good agreement with the experimental test data. Practical implications This model will predict the strengthened beams behavior and can describe the beams physical conditions, yielding the results that can be interpreted in the structural study context without using a laboratory testing. Originality/value On the basis of the results, a good match is found between the model results and experimental data at all stages of loading the tested samples. Crack models obtained in the non-linear finite element model in the beams are also presented. The submitted finite element model can be used to predict the behavior of the reinforced concrete beam. Also, the comparative study between an analytical model proposed by of current code of ACI 440.2 R-08 and finite element analysis is investigated.

Nonlinear Numerical and Analytical Assessment of the Shear Strength of RC and SFRC Beams Externally Strengthened with CFRP Sheets

“…In addition, Harihar and Kulkarni [30] used the FEA ANSYS software to simulate the performances of reinforced RC beams with CFRP sheets, and their results were highly correlated with their experimental results. Elyasian [31] and Barbour and Zergua [32] investigated numerically the shear zone behaviour of RC beams externally reinforced with FRP, and the results were consistent with the previous published results. Hawileh [33] created 3D finite element models to simulate the response and performance of RC beams externally reinforced with short-length CFRP plates, and the simulation results highly agreed with the measured experimental data.…”

Finite-element modeling of partially prestressed concrete beams with unbonded tendon under monotonic loadings

“…The linear and nonlinear material property of a concrete element is modeled using the three dimensional (3-D) hexagonal eight-node solid65 element having three translational degrees of freedom (DOF) in the x-, y- and z-directions at each node, as shown in Figure 4(a) (Pandimani et al , 2021; Barour et al , 2019; ANSYS, 2007; Mehmet and Hakan, 2019). This element is capable of simulating the cracking and crushing phenomenon of concrete.…”

“…The anchorage, loading and support plates are modeled using the 3-D element solid185 with eight nodes having three DOF (x-, y- and z-directions) at each node, as shown in Figure 4(c) (Pandimani et al , 2021; Barour et al , 2019). This element is assigned with a similar linear material property as that of untensioned steel reinforcements.…”

Nonlinear modelling and finite element analysis on the load-bearing capacity of RC beams with considering the bond–slip effect

“…In ANSYS, William and Warnke’s model governs the failure criteria of concrete, which require a minimum of four parameters to define the failure that is ultimate tensile stress of concrete (f t ), the maximum compressive stress of concrete (fc’) and the open and closed shear transfer coefficients βo and βc , respectively, at cracking face (Dahmani et al , 2010; Jawdhari and Harik, 2018; Kachlakev et al , 2001; Wolanski, 2004). The βo and βc values range from 0–1 (Godínez-Domínguez et al , 2015; Barour and Zergua, 2020; Barour et al , 2019). At the cracking face, 0 denotes a complete loss of shear transfer and 1 denotes no loss of shear transfer (ANSYS, 2007; Barour et al , 2019).…”

“…The βo and βc values range from 0–1 (Godínez-Domínguez et al , 2015; Barour and Zergua, 2020; Barour et al , 2019). At the cracking face, 0 denotes a complete loss of shear transfer and 1 denotes no loss of shear transfer (ANSYS, 2007; Barour et al , 2019). In this study, βo = 0.3 and βc = 0.5 are adopted based on the literatures (Choobbor et al , 2019; Hawileh, 2012).…”