On the FE Modeling of FRP-Retrofitted Beam–Column Subassemblies

Abstract

The use of fiber reinforced polymer (FRP) composites in strengthening reinforced concrete beam-column subassemblies has been scrutinised both experimentally and numerically in recent years. While a multitude of numerical models are available, and many match the experimental results reasonably well, there are not many studies that have looked at the efficiency of different finite elements in a comparative way in order to clearly identify the best practice when it comes to modelling FRP for strengthening. The present study aims at investigating this within the context of FRP retrofitted reinforced concrete beam-column subassemblies. Two programs are used side by side; ANSYS and VecTor2. Results of the finite element modeling using these two programs are compared with a recent experimental study. Different failure and yield criteria along with different element types are implemented and a useful technique, which can reduce the number of elements considerably, is successfully employed for modeling planar structures subjected to in-plane loading in ANSYS. Comparison of the results shows that there is good agreement between ANSYS and VecTor2 results in monotonic loading. However, unlike VecTor2 program, implicit version of ANSYS program is not able to properly model the cyclic behavior of the modeled subassemblies. The paper will be useful to those who wish to study FRP strengthening applications numerically as it provides an insight into the choice of the elements and the methods of modeling to achieve desired accuracy and numerical stability, a matter not so clearly explored in the past in any of the published literature.

FE Modeling and Seismic Performance Evaluation of Hybrid SMA-Steel RC Beam-Column Joints

“…It was observed that employing a mesh size in the range of about 25-35 mm, with an aspect ratio lower than 1.5, at the critical zones where higher levels of yielding, bond-slip, and concrete damage are expected (particularly at the joint panel and the plastic hinge region), can provide sufficient accuracy. A similar suggestion could be found in the related studies (Ronagh and Baji 2014;Sagbas et al 2011;Del Vecchio et al 2015. In the other regions (outside the critical zones), the mesh size can be consistently increased (for example, up to 60 mm for JBC2).…”

Prediction of the Non-Linear Rupture of a Section Under Compound Deviated Bending

“…Several studies have been carried out around the world in the field of study of reinforced concrete structures in nonlinear elasticity. One can cite the studies carried out by (Islam and Shahria, 2013;Bouafia et al, 2000;Bouafia et al, 1998;Sargin, 1968;Virlogeux and M'rad, 1986;Virlogeux, 1986;Grelat and Nait rabah, 1988;Bratina, 2005), also, the calculation of reinforced concrete sections is a problem well known by several authors (Bouafia et al, 2002;Daunys and Rimovkis, 2006;Florent, 1999;Bonet et al, 2006;Choa and Kwonb, 2008;Liang and Fragomeni, 2009;Ronagh and Baji, 2014;Adjrad et al, 2016;Kachi et al, 2015;Adjrad et al, 2015). If all these studies carried out were focused on the simulation of the structural elements behavior in nonlinear elasticity, it was in an attempt to answer all the questions that have been chosen to be focused on in our research work, i.e.…”

Dual-Horizon Peridynamics Analysis of Debonding Failure in FRP-to-Concrete Bonded Joints

“…Fiber-reinforced polymer (FRP) is a kind of high performance material with high strength-to-weight ratio, good durability and ease of application. The external bonding of FRP to concrete members has been accepted as an effective technology to strengthen and retrofit concrete structures (Täljsten 1996;Ronagh and Baji 2014). In FRP strengthened concrete structures, the interfacial bond between FRP and concrete is often the weakest region and can contribute to the debonding failure.…”