Research Article  Open Access
FE Models of GFRP and CFRP Strengthening of Reinforced Concrete Beams
Abstract
Threedimensional finite element (FE) models are developed to simulate the behavior of fullscale reinforced concrete beams strengthened with glass and carbon fiberreinforced polymer sheets (an unstrengthened control beam, a flexuralstrengthened beam, a shearstrengthened beam, and a beam with both shear and flexural strengthening). FE models use eightnode isoparametric elements with a smeared cracking approach for the concrete and threedimensional layered elements to model the FRP composites. Analysis results are compared with data obtained from fullscale beam tests through the linear and nonlinear ranges up to failure. It was found that the FE models could identify qualitatively trends observed in the structural behavior of the fullscale beams. Predicted crack initiation patterns resemble the failure modes observed for the fullscale beam tests.
1. Introduction
Fiber reinforced polymer (FRP) composites have been used for strengthening structural members of reinforced concrete bridges that are structurally deficient or functionally obsolete due to changes in use or consideration of increased loadings [1]. Many researchers have found that FRP composites applied to such members provide reliable and cost effective rehabilitation [1, 2]. In the U.S., ACI Committee 440 has developed design recommendations for FRP application to reinforced concrete members [3].
In some cases available design and simplified analysis tools cannot provide complete and accurate predictions of the structural behavior for reinforced concrete members strengthened with FRP composites, in part as these methods were developed originally for behavior of steel reinforced concrete structures. To overcome these difficulties, the finite element method (FEM) is employed in this study to analyze the behavior of FRPstrengthened reinforced concrete beams. Modeling the complex behavior of reinforced concrete, which is nonhomogeneous, nonlinear, and anisotropic, is a difficult challenge in finite element analysis. Most early finite element (FE) models of reinforced concrete were based on a predefined crack pattern [4]. In this approach, changes in topology of the models were required as the load increased; therefore, the ease and speed of the analysis were limited. A smeared cracking approach was also introduced using isoparametric formulations to represent the cracked concrete as an orthotropic material. The smeared cracking approach overcomes these limitations and has been widely adopted for predicting the nonlinear behavior of concrete [5].
Finite element analysis (FEA) is further complicated in FRPstrengthened reinforced concrete beams. FRP composites are orthotropic materials with two constituents, that is, reinforcing and matrix phases. The reinforcing phase material is fibers, which are typically stiffer and stronger, whereas the matrix phase material is generally continuous, less stiff, and weaker. A number of researchers have studied the behavior and modeling of reinforced concrete members strengthened with FRP composites. The FE method was used with eightnode isoparametric elements and a smeared cracking approach for modeling the concrete, and twodimensional plate elements [6] or truss elements [7] for the FRP composites.
In this paper, ANSYS [8] is used to simulate the behavior of four fullscale reinforced concrete beams, which replicated the transverse beams from the historic Horsetail Creek Bridge [9], located along the Columbia River highway near Portland, Oregon. The FE model uses a smeared cracking approach for the concrete and threedimensional layered elements to model FRP composites. Perfect bond between concrete and FRP is assumed based on observed results (no debonding occurred in any of the experimental beams up to failure).
2. Experiments
In the experiment conducted at Oregon State University, four beams [9] were tested. These replicated transverse beams of the Horsetail Creek Bridge, built in 1914 and still operational. The original transverse beams were constructed without shear reinforcement. External reinforcement with FRP composites was used to increase the strength of the beams due to the historic nature of the bridge, economics, and time constraints for the rehabilitation effort.
Four fullscale reinforced concrete beams were tested to compare behaviors: () an unstrengthened (control) beam; () a flexuralstrengthened beam; () a shearstrengthened beam; () a beam with both shear and flexural strengthening. All beams had the same geometry and steel reinforcement. Beam dimensions were 305 mm (12 in) wide, 770 mm (30 in) deep, and 6095 mm (120 in) long. Three main flexural steel reinforcing bars (no.22) were placed close to the bottom face of the beams extending the full length. Two steel reinforcing bars (no.19) were added near the bottom face at midspan and bent up to the top face at both ends. Two smaller steel reinforcing bars (no.16) were also provided close to the compression face. Glass fiber reinforced polymer (GFRP) sheets were applied on the sides and wrapped continuously around the bottom of the shearstrengthened beams (3 and 4) to mitigate the shear deficiency, and carbon fiber reinforced polymer (CFRP) sheets on the bottom of the flexuralstrengthened beams (2 and 4) to increase flexural strength. Strain gauges were strategically placed, with locations discussed later. Direct current differential transducers (DCDTs) were used to collect deflections at midspan. Figure 1 shows details of the beams, Figure 1(a) shows the geometry and steel reinforcement details, while Figures 1(b), 1(c), and 1(d) show the FRP strengthening schemes for the flexural, shear, and flexural plus shear experimental beams, respectively. Experimental beams were simply supported and tested in third point bending (two support and two load points) as shown in Figure 1(a).
(a)
(b)
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(d)
Beam loading was performed with a 2670 kN capacity Baldwin hydraulic test machine designed to be selfreacting. Based on experience and specific investigations in this project, when loading beams span beyond the load frame of the machine, a total force of 712 kN can be applied. The limit was reached during the flexural plus shear beam test.
It is concluded from the experiments that the addition of FRP in shear and flexure both independently and as a combined system not only substantially increased the load carrying capacity of the beam but also improved ductility (greater deflections at failure). Addition of shear GFRP sheets compensated for the lack of stirrups and altered the mode of failure from diagonal tension (shear) to a ductile (flexure) failure, which is favorable. Also, all FRP reinforced beams cracked at higher loads than the unstrengthened beam.
3. Finite Element Modeling
3.1. Element Types
Threedimensional reinforced concrete elements and layered solid elements are used to simulate the behavior of FRPstrengthened reinforced concrete beams. For reinforced concrete, the 3D solid element (SOLID65 in ANSYS) with eight nodes and three degrees of freedom at each node, translations in the nodal x, y, and z directions, is used. This element is capable of plastic deformation, creep, crushing in concrete, and cracking in three orthogonal directions at each integration point. Timedependent nonlinearities (creep and shrinkage) are not considered here. Moreover, to avoid premature failure in the analysis from a significant local loss of stiffness from crushing, crushing capability is disabled in this study. SOLID65 elements simulate the nonlinear material behavior with a smeared crack approach [10]. When cracking occurs at an integration point, material properties are adjusted to effectively model a “smeared band” of cracks, rather than discrete cracks. When a principal stress at an integration point in a concrete element exceeds the tensile strength, stiffness is reduced to zero in that principal direction perpendicular to the cracked plane. Cracking can be simulated at each integration point in three directions. FRP composites are modeled with 3D layered structural solid elements (SOLID46) having the same number of nodes and degrees of freedom as the concrete elements. The SOLID46 element allows for different material layers with different orientations and orthotropic material properties in each layer. A 3D truss (or spar) element (LINK8) with two nodes and three degrees of freedom at each node, translations in the nodal x, y, and z directions, was used to model discrete steel reinforcement.
3.2. Material Properties
Responses of concrete under loading without and with confinement are characterized by distinctly nonlinear behaviors, which can be modeled in the SOLID65 element. Complete stressstrain curves of concrete are needed to accurately predict structural behavior to failure and postfailure. In compression, the stressstrain relationship can be divided into ascending and descending branches. For unconfined concrete, several numerical expressions have been developed for the complete curves [11, 12]. For the ascending branch, those equations provide similar relationships. However, for the descending branch they are different, as the stressstrain relationships are derived from experimental results where the slope of the descending branch depends on many factors, that is, rate of loading, type of testing machine, size and location of the gauge length, and the presence or absence of ties or stirrups [11–15]. In this study, the constitutive model from Desayi and Krishnan [16] shown in Figure 2(a) (regions AB and BC) is used to represent both ascending and descending branches of the stressstrain relationship for the unconfined concrete as follows:
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(b)
(c)
in which Following the descending branch, concrete can undergo large strains (region CE from Figure 2(a) while still resisting about 20%–30% of its maximum stress [14, 17]. Here, it is assumed that concrete can sustain a stress of 0.3 after the descending branch.
Confinement in concrete occurs when compression causes lateral expansion due to Poisson’s effect and increases in volume due to progressive internal cracking and pressure outwards against the transverse reinforcement [13]. Restraining reinforcement can be closely spaced steel stirrups or FRP encasement. Confinement can also be a localized effect from an applied concentrated load [18]. Confinement enhances the strength and ductility of concrete in compression. In the Horsetail Creek Bridge’s beams, there is no confinement due to steel stirrups. Researchers have developed stressstrain relationships for concrete confined by steel spirals or stirrups [13, 15, 18]. However, no investigations of stressstrain relationships for FRPconfined concrete in purely flexural members were found. Studies focused on FRP confinement in columns (including axial load and flexure), rather than beams [19–21]. For simplicity, it is assumed here that the behavior of FRPconfined concrete for flexural members is similar to that of stirrupconfined concrete. Thus, confinement has no effect on the slope of the ascending part of the stressstrain relationship, and it is the same as for unconfined concrete [13, 22]. In addition, the compressive flexural strengths for both unconfined and confined concrete are the same and equal to the cylinder compressive strength . For the descending branch, the slope for FRPconfined concrete (region BD in Figure 2(a)) is assumed to be between that of unconfined concrete and perfectly plastic behavior [15]:
As for unconfined concrete, confined concrete is assumed to carry 30% of the maximum stress at large strains (region DE in Figure 2(a)).
For concrete in tension, the stressstrain behavior is assumed to be linearly elastic with slope up to the tensile strength, based on ACI 318 [23]:
Poisson’s ratio for concrete in all beams is assumed to be 0.2 [24]. The shear transfer coefficient represents a shear strength reduction factor for subsequent loads that induce sliding (shear) across the crack face [8]. The shear transfer coefficient ranges from 0.0 to 1.0 with 0.0 representing a smooth crack (complete loss of shear transfer) and 1.0 a rough crack (no loss of shear transfer). For an open crack, the shear transfer coefficient varied between 0.05 and 0.50 in many studies of reinforced concrete structures [25]. Coefficient values selected (between 0 and 1) do not appear to be critical; however, a value greater than 0 is necessary to prevent numerical difficulties [25]. In this study, the open and closed crack shear transfer coefficients used are 0.2 and 1.0, respectively.
Material properties of the concrete used in the FE analyses for each beam are summarized in Table 1. Elastic moduli used in FE analyses were obtained from pulse velocity measurements [26] to more accurately estimate the actual concrete stiffness of the beams. Elastic modulus estimates using tested cylinder strengths (using the relationship from (3)) were notably high, compared to those calculated from the design 28day strengths and those obtained from the pulse velocity tests [9]. The average cylinder strength for each beam on the day of testing (Table 1) was 41.9 MPa (82 days), 30.5 MPa (125 days), 38.4 MPa (164 days), and 34.3 MPa (198 days) for the unstrengthened, flexure strengthened, shear strengthened, and flexure plus shear strengthened beams, respectively.
 
Based on pulse velocity method [9] at day of test. Based on measured cylinder strength at day of test. 
Experimental and FE model beams included typical no.16, no.19, and no.22 steel reinforcing bars (see Figure 1(a)) with nominal properties MPa, GPa, and , reflecting the actual typical yield strength obtained from the fabricator. Steel for FE models is assumed to be elasticperfectly plastic and identical in tension and compression as shown in Figure 2(b).
In FE models, each load is distributed over a small area as for the experimental beams. 100mm wide and 25mm thick steel plates (using 3D structural solid elements having 8 nodes with three degrees of freedom at each node, translations in the nodal x, y, and z directions) are added at the support locations in order to avoid stress concentration problems at these locations. Steel plates are linear elastic with elastic modulus equal to 200 GPa and a Poisson’s ratio of 0.3.
FRP composites are assumed to be specially orthotropic and transversely isotropic; that is, mechanical properties are the same in any direction perpendicular to the fibers. GFRP is applied to the sides of the beams to increase shear strength and has a large strain at failure. CFRP is applied to the bottom of the beams to provide added flexural capacity, due to its high tensile strength. Linear elastic properties are assumed for FRP as shown in Figure 2(c) and summarized in Table 2. FRP material properties are based on design values from the manufacturers.
 
* 
3.3. Modeling Methodology
Taking advantage of symmetry of the beams, a quarter of the fullsize beam is modeled, to reduce computational time and computer disk space requirements. Steel reinforcement is simplified by ignoring inclined portions of the steel reinforcing bars in the test beams. Perfect bond between steel and concrete is assumed.
A confined concrete constitutive model is used where either GFRP sheets or a loading plate is present. Confinement from the CFRP sheets at the bottom of the beams is considered negligible. The confinement near the applied loads [17] also prevents severe element distortion and numerical instability. A number of analyses were performed to determine a proper size for this confined concrete region under the loads. The region was modeled as extending lengthwise a distance “d” from the left and right edges of the loading plate and a depth “d/8” from the bottom of the plate. Width of the confined concrete is equal to the width of the beam. Dimensions are shown in Figure 3(a) and apply to unstrengthened and flexuralstrengthened beams. Confinement from GFRP was assumed for all concrete elements in the shear and flexural/shear strengthened beam models.
(a)
(b)
(c)
(d)
Varying thicknesses from different numbers of layers of the FRP composites create discontinuities, which are not desirable for the FEA; therefore, a consistent thickness of FRP composites is used in the models to avoid discontinuities. Different thicknesses are accounted for by compensating with variations in the elastic and shear moduli in each layer. For example, if the actual thickness of FRP sheets over a certain region is doubled, the elastic and shear moduli are also doubled in the model. No debonding of FRP sheets was observed in the test beams (except after crushing failure of the shearstrengthened beam), and perfect bond between the concrete and FRP sheets is assumed. Extension of the CFRP over the supports also mitigated delamination at the ends of the beam. A convergence study was used to help determining an optimal FE model mesh density. However, element size for the smeared cracking model should not be less than several times the aggregate size [27]; therefore, dimensions (width, length, and height) of concrete elements are approximately equal to 55 mm in this study. Minor modification of FRP reinforcing dimensions was made due to geometric constraints from other elements in the models, that is, meshing of concrete elements, steel reinforcing bar locations, and required output locations. Figure 3 shows the FE models for the four beams.
3.4. Nonlinear Analysis Approach
NewtonRaphson equilibrium iteration is used to solve for the nonlinear behaviors of the fullscale beams. Incremental displacement is gradually applied to the beam (displacementcontrol). The loads to be shown later in the results are calculated from the reactions at the supports that correspond to the incremental displacement applied. Both force and displacement convergence tolerances are properly specified, 0.5% and 1%, respectively. The maximum number of iterations per loading increment is 60.
4. Comparison of Results
The experimental beams were tested under monotonic and incrementally continuous loadings to the maximum possible load. For unstrengthened, flexuralstrengthened, and shearstrengthened beams, this was the respective beam capacity. However, for the flexural/shearstrengthened beam, the loading was limited by the testing machine, as discussed earlier.
4.1. LoadStrain Plots
Conventional 60 mm electricalresistant strain gauges were used inside the beams on the steel reinforcing bars, on the FRP surface, and on the concrete surface. Experimental strain data are collected from the strain gauge attached on each material at the beam midspan, that is, the gauge on the middle #22 steel reinforcing bar of each beam (Section AA of Figure 1(a)), the gauge at the center bottom surface of the CFRP sheet of the flexural and flexural/shearstrengthened beams (Figures 1(b) and 1(d)), and the gauge at the center top surface of the concrete of each beam (Figure 1). These strain data are compared with those obtained from FE analyses as follows. Comparisons of the loadtensile strain plots for the #22 steel reinforcing bar are shown in Figure 4. In both the linear (prior to concrete cracking) and nonlinear ranges, strains obtained from the FEA agree well with the experiments. Reversing strain in the control (Figure 4(a)) and flexuralstrengthened (Figure 4(b)) experimental beams is most likely a local effect caused by the major cracks close to the midspan. This behavior does not occur in the FE models with smeared cracking. Also, note that the flexural and shearstrengthened beam was not able to be loaded to failure experimentally, and the plots in Figure 4(d) diverge where the loading ceased in the experimental case.
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Comparisons of the loadtensile strain plots for the FRP composites (flexural reinforcing) are shown in Figure 5. Loadtensile strain plots show reasonable agreement between the FEA and experimental results. Specifically, measured and predicted CFRP tensile strains at failure of the flexuralstrengthened beam are 1970 and 2180 microstrain, respectively, and the calculated corresponding stresses equal 120 and 140 MPa, respectively. For the flexural/shearstrengthened beam, the maximum predicted strain at the peak load in the CFRP from the FEA is 11 000 microstrain. These strains are less than the limiting strain of the CFRP shown in Table 2; therefore, the CFRP still behaves linearly. For the experimental flexuralstrengthened beam, Figures 4(b) and 5(a) show that slip between concrete and CFRP is not significant. Experimental strain in the CFRP at failure is only 3% higher than the tensile strain in the main steel reinforcing bar. Note that the flexural and shearstrengthened beam was not able to be loaded to failure experimentally, and the plots in Figure 5(b) diverge where the loading ceased in the experimental case.
(a)
(b)
Figure 6 presents a comparison between the loadcompressive strain (in concrete) plots. For the unstrengthened beam (Figure 6(a)), the loadcompressive strain plots from the FEA and experimental data show good agreement. For the flexuralstrengthened (Figure 6(b)) and flexural plus shearstrengthened (Figure 6(d)) beams, the FE results show somewhat greater strains than the experimental results over the entire loading. For the shearstrengthened beam (Figure 6(c)), the loadstrain plots from the FE and experimental results are generally comparable. The experimental beam, however, shows unexpected nonlinear behavior for applied loads from 0 to 470 kN, presumably a result of local material imperfections. Cracks occurring at the interfaces between the cement and aggregate due to their differences in elastic modulus, thermal coefficient, and response to changes in moisture content when the concrete is hardened may be the source of the local material imperfections. At about 535 kN, large strains occur in both the FE model and experimental beam. This is very close to the yield load of the steel as shown in Figure 4(c). After steel yielding, large concrete strains occur in the experimental beam and FE model; however, the slope of the loadcompressive strain plot from experimental data is greater than that from the FEA. The model assumption of elasticperfectly plastic steel may have caused some of this difference, as strain hardening may occur in the actual steel bar. For the flexural and flexural/shear strengthened beams, trends in FE and experimental results are generally similar.
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(b)
(c)
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4.2. LoadDeflection Plots
Comparisons between loaddeflection plots from the experiments and FEA at the center of the bottom face of the beams are shown in Figure 7. In general, the loaddeflection plots from the FEA agree quite well with the experimental data. FE loaddeflection plots in the linear range are somewhat stiffer than the experimental plots. After first cracking, the stiffnesses of the FE models are again higher than those of the experimental beams. There are several effects that may cause the higher stiffnesses in the FE models. First, microcracks are present in the experimental beams prior to loading and could be produced by drying shrinkage in the concrete and/or handling of the beams. FE models do not account for these microcracks that reduce the stiffness of the experimental beams.
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Next, perfect bond between concrete and steel reinforcing is assumed in the FEA, but some slip takes place in the experimental beams. As bond slip occurs, composite action between concrete and steel reinforcing is reduced. Thus, overall stiffness of the experimental beams is expected to be lower than that for the FE models (which impose additional constraints on behavior based on mesh size and element type).
Note that the flexural and shearstrengthened beam was not able to be loaded to failure experimentally, and the plots in Figure 7(d) diverge where the loading ceased in the experimental case.
4.3. Crack Patterns
Experimental failure modes (Figure 8) for the beams were as predicted [9]. Unstrengthened and flexuralstrengthened beams both failed in shear, but the flexuralstrengthened beam failed at a higher load as shown in Table 3. Figure 8(c) shows the shearstrengthened beam that failed in flexure at midspan, with yielding of the steel reinforcing followed by compression failure at the top of the beam. The flexural/shearstrengthened beam was not loaded to failure due to testing machine capacity limitations. Figure 9 shows evolutions of crack patterns developing in each beam from the FEA, including orientation of cracks and multiple cracking within elements (colors). The appearance of cracks reflects the failure modes for the beam models. General crack patterns obtained from the smearedcracking FEA at the peak load (Figure 9) and the failure modes of the experimental beams (Figure 8) agree quite well. For FE models of the unstrengthened (Figure 9(a)) and flexuralstrengthened beams (Figure 9(b)), smeared cracks spread over the high shear stress region and occur mostly at the ends of the beam from the support extending toward the loading area. FEA accurately predicts that both these beams fail in shear. For the shearstrengthened beam model (Figure 9(c)), numerous cracks occur at midspan and the crack pattern and steel yielding (Figure 4(c)) at midspan support experimental results that the beam fails in flexure. Calculations suggested that the experimental flexural/shearstrengthened beam would be limited by the crushing strength of the concrete and fail in flexure [9]. Crack pattern at failure predicted by FEA for the flexure plus shear strengthened beam is shown in Figure 9(d). Numerous cracks occur at the top of the beam, and many flexural cracks are also observed at midspan. Moreover, steel at midspan in the model yields as shown in Figure 4(d). These FEA results are all consistent with the beam failing in flexure.

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4.4. Loads at Failure
Table 3 shows comparisons between the ultimate loads of experimental beams and final loads from the FEA. For the experiments, ultimate loads are defined where the beams rapidly lost load carrying capacity, and the resulting displacements and strains far exceeded the corresponding range of the instrumentation. Use of displacement control in the FEA allows for the descending portion of the loaddeflection relationship to be defined (Figures 7(a) and 7(b)), to clearly show the beam capacity. Models previously analyzed with incremental loading (force control) have an unconverged solution defining failure. The descending branch was obtained for shear failurecontrolled beams only. For beams failing in flexure (e.g., shear and flexure plus shear strengthened beams), the more ductile beams exceed the displacement criteria tolerance before the descending branch can be traced (Figures 7(c) and 7(d)).
FE models underestimate the strengths of the beams for the following reasons. First, the inclined portions of the steel reinforcement are excluded from the FE models for simplification. Additionally, strain hardening in steel is not included in the models. This reduction in capacity is expected and shown in Figure 7(c). Second, complicated mechanisms at the crack faces, that is, the grain bridging process, interlocking between the cracked faces, crack tips blunted by voids, and the crack branching process, may also slightly delay the failures of the experimental beams before complete collapse. These mechanisms were not considered in the FE models. Finally, the assumptions of perfect bond between steel and concrete and between FRP and concrete increase the stiffness of the beams; however, they may actually lower the ultimate loadcarrying capacity. Stresses occurring at the same load and at the same location in the perfect bond models are generally higher than if some slip between materials is included, and may produce premature local failures.
In Table 3, the ultimate load for each beam including its failure mode from hand calculations is also included. The concrete strengths used in the hand calculations are derived from obtained from pulse velocity measurements [9] to be consistent with the FEA. Hand calculations included capacity based on flexure and that based on shear. The lower of these capacities controls and is defined as the ultimate load. For flexurebased capacity, a simple, direct, and general analytical procedure derived from equilibrium and strain compatibility is employed. Classical flexural failure modes are considered, that is, compression failure (crushing of the concrete in compression occurs before yielding of the reinforcing steel); tension failure (yielding of the reinforcing steel in tension is followed by concrete crushing); FRP rupture (yielding of the reinforcing steel in tension is followed by FRP rupture). Basic assumptions in flexure theory are made. For the shear and flexure plus shear strengthened beams, GFRP contribution to flexural capacity is not taken into account. For shearbased capacity, the simplified shear strength equation specified by ACI 318 [23] is used. For the unstrengthened and flexure strengthened beams, only the concrete contribution to shear capacity is considered. For the shear and flexure plus shear strengthened beams, a modified method [9] based on a conservative strain limit is used. It is also assumed that there is no CFRP contribution to shear capacity in the flexure plus shearstrengthened beam. It can be seen that the ultimate loads for all beams from the hand calculations are less than those obtained from the FEA and experiments. It is because the classical methods used in the hand calculations based on compatibility and equilibrium are mainly for flexure beams. However, the beams tested and analyzed in this study are “shear critical” beams with significant shear deformation, especially after concrete cracking. Also, with the simplified and practical methods available, it is difficult to predict behavior of reinforced concrete beams strengthened with FRP composites, which makes the FE simulations an effective tool to analyze such a complex behavior.
5. Conclusions
In this study, 3D finite element analyses to simulate the behavior of fullscale reinforced concrete beams strengthened with FRP composites are presented. The general behavior of the FE models shows qualitatively trends in the observations and data from the fullscale beam tests. The loadstrain plots showing local behavior at selected locations from the FEA in general show good agreement to the experimental data. Loaddeflection plots at midspan from the FE models have similar trends with those from the experimental beams, but the FE models are slightly stiffer than the experimental beams both in the linear and nonlinear ranges. The effects of bond slip (between the concrete and steel reinforcing) and microcracks occurring in the actual beams were excluded in the FE models and resulted in the higher stiffnesses. Crack patterns at the final loads from the FE models correspond well with the failure modes of the experimental beams. Final loads from the FEA are lower than the experimental ultimate loads by 6%–18%. The threedimensional cracking FE models presented in this study demonstrate the behavior of the fullscale beams and provide additional largescale test results and a better understanding of FRPstrengthened concrete beams. Knowledge gained from this study can be used to conservatively estimate loadcarrying capacity of FRPreinforced concrete beams using FE models. The FEM models can be used in further studies to develop design rules for strengthening reinforced concrete members using FRP. It should be pointed out that one of the limitations of these FE results is that they predict failures that are not failures of, or in, the FRP or epoxy bond. A multitude of other failure modes may exist and need to be investigated in future research.
Notation
CL:  Centerline of the beams 
:  Initial modulus of elasticity of concrete (MPa) 
:  Slope of descending branch of FRPconfined concrete (MPa) 
:  Elastic modulus of steel reinforcement (MPa) 
:  Elastic moduli of FRP composites in x (fiber direction), y, and z directions (MPa) 
:  Ultimate tensile strength (modulus of rupture) of concrete (MPa) 
:  Yield stress of steel reinforcement (MPa) 
:  Yltimate compressive strength of concrete (MPa) 
:  Shear modulus of FRP composites for the xy, xz, and yz planes (MPa) 
:  Total applied load (kN) 
:  Shear transfer coefficient 
:  Strain in concrete 
:  Yield strain of steel reinforcement 
:  Compressive strain at ultimate compressive strength of concrete 
:  Stress in concrete (MPa) 
:  Poisson’s ratio 
:  Major poisson’s ratios of FRP composites for the xy, xz, and yz planes. 
Acknowledgments
This research was partially supported by the Oregon Department of Transportation (ODOT), Salem, Ore, USA and by the Department of Civil, Construction, and Environmental Engineering, Oregon State University, Corvallis, Ore, USA.
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Copyright © 2009 Kasidit Chansawat et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.