Nonlinear Finite Element Analysis of Concrete Beam Reinforced with Fiber Reinforced Polymer (FRM)

Abstract

Due to the corrosion that occurs in internal steel reinforcement; many of steel reinforced concrete structure are at risk of collapse. The budget that will be developed to address this risk in terms of replacement or repair of damaged concrete structures will be very high for the owner or responsible authorities. Alternatives to bare steel have been used including stainless steel, galvanized steel, epoxy-coated steel and cathodic protection, with limited effectiveness. The characteristics of fiber reinforced polymer (FRP) bars like the high tensile strength, inability to corrode, and light weight; it has become the focus of decision-makers to use it instead of steel in internal reinforcement for future concrete structures. In this research, we have investigated flexural behavior in reinforced concrete beams with bars from bars from carbon fiber-reinforced polymer (CFRP), bars from high tensile steel (HTS), and glass fiber-reinforced polymer (GFRP) under static load. Two groups from samples were used, in the first group will show the effect of the type of reinforcement. In the second group will show the effect of the type of reinforcement with different concrete strength. It found these kinds of materials to be very is effective to deal with analysis and the proposed simulation of the material in this study are able of forecast the real behavior of reinforced concrete beam by FRP bars in terms of failure load, and load-deflection behavior.

Numerical assessment of using FRP rebars as an alternative passive reinforcement in RC beams

“…With high durability, lightweight, and better fire resistance compared to RC structures with traditional bars, RC elements with composite materials made of polymers (FRP) are frequently used, as shown in Fig. 1a [1]. Among different RC elements, RC beams are the most commonly constructed elements as they require less reinforcing cage work with fewer bends.…”

“…This model is given by Eq. (1), where the strain ε 0 is related to the concrete maximum strength, f c ′ , which is calculated using k and n model parameters [17]. In contrast, Jowkarmeimandi and Aslani [18] gave a model to describe the behavior of the concrete material under tension (Fig.…”