Polymers 2014, 6(4), 1187-1206; doi:10.3390/polym6041187

Article
Simplified Modeling of Rectangular Concrete Cross-Sections Confined by External FRP Wrapping
Gian Piero Lignola *, Andrea Prota and Gaetano Manfredi
Department of Structures for Engineering and Architecture, University of Naples “Federico II”, Via Claudio 21, Napoli I-80125, Italy; E-Mails: aprota@unina.it (A.P.); gamanfre@unina.it (G.M.)
*
Author to whom correspondence should be addressed; E-Mail: glignola@unina.it; Tel.: +39-081-768-3492; Fax: +39-081-768-5921.
Received: 2 December 2013; in revised form: 10 February 2014 / Accepted: 8 April 2014 /
Published: 17 April 2014

Abstract

: The goal of this research project is to model the effect of confinement by means of fiber reinforced polymer (FRP) externally bonded wrapping, hence to provide a simplified closed form solution to determine directly the ultimate confined concrete strength. Common cross-section shapes for reinforced concrete (RC) columns are considered herein, namely square and rectangular. The simplified model is derived from a more refined iterative confinement model proposed by the same authors to evaluate the entire stress-strain relationship of confined concrete. Based on a detailed analysis of the stress state through Mohr’s circle, a simplified closed form solution is proposed to account for the non-uniformly confined concrete performance exhibited in non-axisymmetric sections. The non-uniform confining stress field exhibited in such cross-sections is explicitly considered by means of the mean value integral of the pointwise variable stress state over the cross-section. The key aspect of the proposed methodology is the evaluation of the effective equivalent pressure to be inserted in any triaxial confinement model, to account for the peculiarities of square and rectangular cross-sections. Experimental data, available in the literature and representative of a wide stock of applications, were compared to the results of the theoretical simplified model to validate the proposed approach, and satisfactory results were found.
Keywords:
simplified modeling; closed form solution; confined concrete strength; FRP confinement; columns; non-circular cross-sections; externally bonded reinforcement

1. Introduction

Within the applications of composites in construction, the confinement of reinforced concrete (RC) columns is one of the most common. Confinement studies date back to early 20th century; however, only in last few decades have extensive experimental and theoretical research documented fiber reinforced polymer (FRP) confinement efficiency (a theoretical background can be found in Di Ludovico et al. [1], and a comprehensive updated state-of-the-art on a large amount of confinement tests and models is presented in Ozbakkaloglu et al. [2] and Pham and Hadi [3]). For both building columns and bridge piers, the strengthening using FRP strips ensures an easy and fast installation, a strength and/or ductility increase, a high durability, low impact on the use of the structure and almost no increase of mass and geometrical dimensions of the members. Recently, wrapping techniques and materials different from externally bonded strips have been under exam also, like tightly wound glass FRP (GFRP) wires [4] or pre-tensioned propylene ropes [5] without any adhesive.

The confining action of FRP jackets performs better on circular columns, whose geometrical configuration allows the pressure due to fiber wrapping to be uniformly effective on the entire cross-section. The first models proposed at the beginning of last century were based on the Coulomb plasticity criterion (e.g., [6]), so they were based on solid mechanics. It was highlighted that the Coulomb plasticity criterion was very simple, because it proposed a linear relationship between lateral confining pressure, fl, and confined concrete strength, fcc, both normalized by unconfined concrete strength, fco (Equation (1)), needing the evaluation of a constant, k1. Solid mechanics-based models have been developed in last few decades, for instance based on triaxial plasticity and calibrated experimentally (e.g., [7]), and they were inserted also into international codes (e.g., [8] in the form of Equation (2)). Solid mechanics-based models have been also proposed [9] to account for the confinement of hollow cross-sections; but due to the non-uniform confining stress field inside the cross-section, they are iterative models. However, to overcome the uncertainty on the definition of sophisticated models, many authors proposed statistically-based models. Regression analyses of the experimental results led to models mainly based on the form reported in Equation (3), where the constants, a and b, are determined according to the best fitting of the experimental data (and sometimes, a and b can be expressed as functions depending also on different parameters).

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Whatever the basis of the confinement model, it is crucial to identify uniquely the lateral confining pressure, fl, to be adopted in the calculation. Most of the models, those that are empirical in nature, have been calibrated against their own sets of experimental data [10].

A more complex behavior characterizes square and rectangular columns; in these cases, due to the presence of the corners, a part of the cross-section remains unconfined, so that square and rectangular cross-section columns were found to experience less increase in strength and ductility than their circular counterparts. This is because the distribution of lateral confining pressure in circular sections is uniform, in contrast to square and rectangular sections, in which the confining pressure varies from a maximum at the corners along diagonals, to a minimum in between. Similar to the confinement with steel hoops, that loss of effectiveness has been usually “conventionally” modeled with parabolic areas defined by the corners and eventually by longitudinal steel bars. This conventional approach still represents an unresolved issue, even in terms of code provisions. Usually, confinement models proposed in the International Design Codes (e.g., [11,12,13]) and in the scientific literature for non-circular sections are based on conventional parabolic arching action; parabolic shaped regions are considered, within which the concrete is fully and uniformly confined, while outside the confinement is zero. The evaluation of confining pressure usually is based on an equivalent circular cross-section with diameter D equal to the diagonal of the rectangular cross-section.

2. Theoretical Basis of the Proposed Simplified Approach

Existing analytical models for predicting the behavior of FRP-confined concrete are mostly derived for cylindrical plain concrete columns. Most of the existing models available for non-circular confined concrete assessment both in terms of ultimate capacity and of stress-strain relationships, rely on an assumed value of an “equivalent” lateral confining pressure.

Despite the great research effort in the experimental field, considerable work is still needed to fully outline a definitive analytical model to predict the behavior of FRP confined concrete. A contribution in this direction, to deepen knowledge on non-axisymmetric or non-uniform confinement, is provided by this work.

2.1. Refined Iterative Models

It was originally proposed [14] to adopt Airy’s functions to evaluate the in-plane stress field in square concrete cross-sections, under the plane strain assumption (i.e., assuming that the increment of stress due to confinement is produced without any out of plane strain). Starting from that original model, the nonlinear behavior of concrete is accounted for by adopting a secant approach; however, that model provides an “average” confining stress field that is substantially uniform, even in the square, non-circular cross-sections [15].

The authors of [9] proposed a model for hollow cross-sections, where the key innovative aspect of the model is the evaluation of the contribution of a confining stress field not equal in the two transverse directions, x and y (or, in particular, for circular hollow cross-sections, in the radial and circumferential direction). The different and variable contributions were evaluated in each point of the cross-section, explicitly considering a plasticity model for concrete under triaxial compression. However, that model is a refined iterative one, and it required the meshing of the cross-section to evaluate the pointwise performance of concrete confinement.

The transverse stresses (i.e., passive confinement pressure) induced by steel stirrups, either for square or rectangular cross-sections of concrete members axially loaded, are herein evaluated through Airy’s functions in a plain strain state assumption, according to the procedure originally proposed for square sections only confined by steel stirrups [14]. The formulation, applying to rectangular cross-sections and steel stirrups, is finally extended to the case of FRP reinforcement. FRP wrapping is made of elements without flexural stiffness and with a thickness equivalent to the stirrup cross-section over the stirrups’ spacing. The proposed model for rectangular cross-sections converges to the confinement of square sections simply considering two equal sides for the cross-section.

2.1.1. Airy’s Function f(x,y) for Non-Circular Cross-Section Confinement

The polynomial Airy’s function, f(x,y) [14], proposed for rectangular cross-sections is:

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The stresses evaluated according to Equation (5) satisfy equilibrium conditions in the assumption of no mass forces.

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Compatibility is granted by Equation (6), and boundary pressures px and py are related to the internal stresses, namely σ and τ, through direction cosines, αx, αy, of the normal to the sides of the cross-section according to Equation (7).

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σxαx + τyxαy = px; τxyαx + σyαy = py

The unknown parameters to be determined are five, but compatibility condition, Equation (6), reduces the number of unknowns to four, since unknown C must satisfy the relation:

Ax + Ay − 2C = 0

The confining stress field inside the cross-section hence is provided by Equation (5):

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The stress field at the boundaries is depicted in Figure 1, where all the symbols are illustrated.

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Figure 1. Boundary stresses and symbols explanation.

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Figure 1. Boundary stresses and symbols explanation.
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It is assumed that the boundary stresses, i.e., px and py, are positive if they conform to the local positive axes: in the case of the cross-section depicted in Figure 1, px has αx = 1, αy = 0 and x = Lx, while py has αx = 0, αy = 1 and y = Ly, according to Equation (7).

2.1.2. Displacement Compatibility

The four unknown parameters, Ax, Ay, Bx and By, have to be determined ensuring displacement compatibility, in the two principal directions, x and y, of the confining device and the concrete sides of the cross-section in both directions perpendicular and parallel to the sides. The compatibility is derived for stirrups (i.e., elements with flexural stiffness, EfIs, and axial stiffness, EfAs); the cross-section area is equal to As, spacing to S and Young’s modulus to Ef. The results are simplified in the case of FRP wrapping, where the flexural stiffness, Is, is negligible (i.e., Is = 0).

The displacements of concrete along x (or y, exchanging x with y) due to confining pressures can be evaluated as:

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The concrete displacement (or deformed shape), in the direction, x, of the side of the cross-section perpendicular to x (i.e., the vertical short side of cross-section depicted in Figure 1), Vx, c, is obtained from Equation (10) and x = Lx. Similarly, the concrete displacement, in the direction, x, of the side of the cross-section parallel to x (i.e., horizontal long side of cross-section depicted in Figure 1), Vx, c, is obtained from Equation (10), considering x = Lx and y = Ly. These concrete displacements due to confining pressure (concrete contraction) have to be detracted to the expansion along x, νεzLx, related to the axial strain, εz. Axial strain multiplied by the apparent Poisson ratio (dilation ratio), ν, represents the natural, transverse dilation of the concrete cross-section counteracted by the confining device, yielding to the passive confinement pressure and concrete transverse contraction, Vx, c and Vx, c.

Each leg of the stirrups can be modeled as a restrained beam: in particular, it has a fixed boundary at the corner, while in the middle section, due to symmetry, it has its rotations restrained, for bending effects, and a fixed boundary, for extensional effects.

The axial displacement in the direction, x, of the leg parallel to x, Vx, f, is due to an axial load evaluated by integrating shear stresses, τyx, acting on that side (i.e., the horizontal long side of the cross-section depicted in Figure 1) and by integrating confining pressures on the leg perpendicular to x of the stirrup:

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The transverse displacement of the leg perpendicular to x, Vx, f, is obtained by adding to the displacement, Vx, f, the bending displacement of the stirrup (i.e., the vertical short side of the cross-section depicted in Figure 1), in the direction, x, due to the confining pressure, px,. In the following expression, EfIs is the bending stiffness of the stirrup.

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2.1.3. Evaluation of Parameters Ax, Ay, Bx and By

The least squares method is adopted to evaluate the four unknown coefficients, Ax, Ay, Bx and By, of Airy’s function. The compatibility in a direction either perpendicular or parallel to each side of the cross-section both along the x and y axes is guaranteed by minimizing the function, g (involving the scatter of the deformed shapes between concrete and stirrups) by setting to zero the derivatives with respect to the four parameters Ax, Ay, Bx and By:

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In particular, the perpendicular displacement (e.g., to the x axis) is a function of y; hence, the integral mean value is considered for both concrete and stirrup displacements. The system (14) yields to the values of the relevant parameters. The result, simplified in the case of FRP wrapping (Is = 0; t = As/S), is presented for Ax and Bx (and Ay and By, exchanging X with Y):

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2.1.4. The Case of Square Cross-Sections

Furthermore, assuming a square cross-section (i.e., assuming Lx = Ly = L, Ax = Ay = A and Bx = By = B), it is possible to converge to the confinement model for square cross-sections.

The confining stress field inside the cross-section in the case of square cross-sections is given by Equation (9), and it is totally symmetric:

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In this framework, the two parameters, A and B, of Airy’s function are rewritten as:

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2.2. Simplified Model for Square Sections

Theoretical results, based on the iterative refined model, meshing the cross-section and considering explicitly the pointwise anisotropic confining stress field, have been found [16] to be in satisfactory agreement with the experimental data available in the scientific literature. A previous refined iterative confinement model is herein simplified to account for square sections.

The main goal is to account for the non-uniform confining stress field in the non-circular cross-sections (and different, in different directions), but without explicitly discretizing the cross-section. To avoid the meshing of the section, consequential time consumption and need for software-based approaches, the integral mean is evaluated to provide a closed form solution for this problem. The main idea at the basis of the simplified model is related to the classical Mohr–Coulomb failure envelope theory (Figure 2), according to which, for concrete/soil confined by lateral stress (σ3), the axial stress (σ1) is [17]:

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In Equation (19), σ1 represents the axial strength (σ1 = fcc), σ3 the lateral confining pressure (σ3 = fl), c the cohesion and φ the internal friction angle of the concrete/soil. When σ3 = 0, i.e., in the unconfined situation, the unconfined concrete strength (in this case, σ1 = fco) can be evaluated removing the lateral confining pressure, hence assuming σ3 = 0 in Equation (19), yielding to:

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Equation (19) can be rewritten to evaluate directly the confined concrete strength:

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The angle of internal friction of concrete varies usually from 36° to 45° [17], and it is not easily estimated from experimental tests. Hence, the angle of internal friction can be assumed as a linear function of concrete strength (Figure 3, where fco is in MPa) as [18]:

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Figure 2. Unconfined and confined concrete strength and Mohr–Coulomb failure envelope.

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Figure 2. Unconfined and confined concrete strength and Mohr–Coulomb failure envelope.
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Figure 3. Parameter k1 of the confinement model: Equations (21) and (22).

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Figure 3. Parameter k1 of the confinement model: Equations (21) and (22).
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One of the first applications of this theory to confinement was proposed by Richart et al. [6] in 1928, and they suggested k1 = 4.1 corresponding to about φ = 37°, which is an average value for concrete subjected to low confinement pressure. Using triaxial tests, many other authors proposed different expressions for k1; for instance, k1 = 3.5 was proposed by Teng et al. [19]. Recent studies (e.g., two of the latest are Moran and Pantelides [20] and Girgin [21]) suggested, to best-fit experimental data, that the value of k1 should be also assumed as a function of the confinement level and should take into account the influence of the concrete strength on the ultimate behavior.

2.2.1. Conventional Procedures to Account for Non-Circular Cross-Sections

In the case of non-circular cross-sections, a shape factor, ke, is usually defined (Equation (23) as the ratio between the area of “conventional” effectively confined concrete, Acon, to the gross sectional area, Ag = 4LxLy. The effective confined area (Figure 4) is conventionally defined using parabolic arc segments extending between the rounded corners of the section [1].

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Figure 4. Confined and unconfined portion of the section (“conventional” approach). FRP, fiber reinforced polymer.

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Figure 4. Confined and unconfined portion of the section (“conventional” approach). FRP, fiber reinforced polymer.
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In the case of confinement models based on Equation (1), the shape factor, ke, can be also adopted to evaluate an “effective” lateral confining pressure. The average strength of a confined concrete column can be evaluated as the axial capacity, Ncc (given by the sum of the strength contribution of the confined area, Acon, multiplied by fcc and the cover, unconfined, area, Acov, multiplied by fco) divided by the gross area of the section, Ag:

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The “effective”, or better, the “equivalent”, lateral pressure, kefl, is the value to be inserted in the confinement model Equation (1) to obtain directly the average strength of the confined concrete in non-circular sections, Equation (24). The main limit of this approach is that the confinement is assumed uniformly constant in between the parabola and zero outside them; furthermore, it is underlined that, even if this procedure was pragmatically extended by many authors and codes (e.g., [11,12,13]) and also to the models based on nonlinear Equations (2) and (3), the physical meaning of ke depicted in Equation (24) is not preserved in those cases.

To provide an “effective” lateral pressure, fl, based on solid mechanics approaches (hence, accounting on the variability of confining pressure over the cross-section) rather than on this “conventional” simplified approach, the following novel procedure is proposed.

2.2.2. Novel Model for “Effective” Confining Pressure

In non-circular applications, the confining pressure is not uniform in the plane of the cross-section (in two perpendicular principal directions, σ3 = fl, min and σ2 = fl, max are different), but in any case, the failure envelope can be related to the minimum confining pressure, σ3 (Figure 5), the failure circle being independent of σ2.

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Figure 5. Confined concrete strength (related to the Mohr–Coulomb failure envelope theory) under a non-uniform (σ2 > σ3) confining pressure field.

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Figure 5. Confined concrete strength (related to the Mohr–Coulomb failure envelope theory) under a non-uniform (σ2 > σ3) confining pressure field.
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Hence, the strength of concrete is related only to the minimum confining pressure in each point and integrated over the cross-section. The resultant axial force over cross-section Area Ag is evaluated by the integration of pointwise stresses and then divided by the total area, Ag, to provide directly the average confined concrete strength, fcc, sq (see Equation (25)). In this way, an average lateral pressure (the term in brackets in Equation (25)) is evaluated, which can be assumed as the “effective” confining pressure to be inserted in the confinement model to obtain directly, and without any meshing and pointwise evaluation, the confined concrete strength in square sections.

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Given the equation of minimum confining pressure (minimum principal stress), fl, min,

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the closed form solution of fl, sq is given by the solution of integrals in brackets in Equation (25):
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In Equation (27) many parameters appear: L is the half length of a side of the square cross-section; Ef and tf are, respectively, the Young’s modulus and total thickness of the wrap; εl is the strain in the wrap; and finally, the nonlinear mechanical properties of concrete are (secant) Young’s modulus Ec and apparent Poisson ratio (dilation ratio) ν at failure. However, it can be easily verified that for typical values of involved parameters, the numerical influence of ν (even ranging widely between zero and two) is negligible in Equation (27); hence, to simplify the evaluation, ν can be approximately fixed equal to 0.5. This simplifies the calculation, while more refined evaluations can be based on the iterative evaluation of ν = εlcc. Conversely, Ec has a major impact, and it can be evaluated iteratively as the ratio between fcc (evaluated according to Equation (25)) and ultimate concrete strain, εcc, which can be assumed [6] equal to:

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In the previous equation, εcc is the concrete strain corresponding to fcc, and convergence on Ec can be found via a spreadsheet with very few iterations, starting with a trial value equal to the elastic tangent, Ec. In this procedure, the evaluation of ultimate concrete strain plays a crucial role to account for concrete nonlinearities (ν and Ec); hence, it will be the focus of future developments and improvements of the predictability of the model. The procedure is based on the evaluation of fcc, sq (according to Equation (25)), where fl, sq is evaluated based on trial Ec (according to Equation (27)); this value of fcc, sq is divided by εcc (according to Equation (28)), providing the new value of Ec which converges to the previous trial Ec in very few iterations. It is noted that Equation (25) is the core of the methodology, it being possible to insert every confinement model to calculate fcc. However, the resulting integral does not always have a simple closed form solution, as in the case of the linear model, Equation (21), adopted in this study (which is based on the Mohr–Coulomb failure envelope theory).

3. Proposed Simplified Confinement Model for Rectangular Sections

3.1. Implementation of the Model

Theoretically, the direct integration of Equation (25) for rectangular cross-sections (with stresses evaluated according to Equation (9) based on coefficients Ax, Ay, Bx and By, provided by Equations (15) and (16)) is feasible, and it provides results for rectangular cross-sections, as well. However, it does not provide simple closed form solutions, and it can be solved numerically via computer algebra software (CAS). Because the aim of this paper is to provide a direct, practical tool, oriented toward the profession, a further simplification was conceived of to model confinement for rectangular cross-sections.

The basic idea is that a rectangular cross-section can be assumed as in between two square sections, for which a simplified, yet reliable, confinement model has been just provided. A rectangular section having side aspect ratio ζ = Lx/Ly = 1 is a square section, so that the confined concrete strength should be equal to fcc, sq; on the other hand, a rectangular section having side aspect ratio ζ ≥ 3 is a slender wall-like cross-section, so that the confined concrete strength should be evaluated according to another specific model proposed by the authors for such a cross-section shape [22]. Finally a cross-section having 1 < ζ < 3 is expected to be in between the two limit cases, and it is the suggested range of applicability for this model. In view of this basic idea, the behavior of a rectangular cross-section is assumed as in between the behavior of two square cross-sections having the sides equal to the longest (2Lx) and the shortest (2Ly) sides of the rectangular cross-section. In this procedure, the adopted confinement equation, Equation (21), is linear; hence, the average of fcc, sq for the two considered “limit” square cross-sections yields to the average of the lateral confining stresses:

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An outline of the proposed model is depicted in Figure 6. Similarly to the case of square cross-sections, the nonlinear parameter, Ec, can be found with very few iterations (as discussed in Section 2.2.2), and the influence of ν is again negligible, as will be discussed during the experimental validation of the model.

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Figure 6. Outline of the proposed simplified confinement model.

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Figure 6. Outline of the proposed simplified confinement model.
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3.2. Validation of the Model

The proposed confinement model has been validated by means of experimental theoretical comparisons based on an experimental database [23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41] involving 136 square columns and 44 rectangular columns. The minimum and maximum dimensions of the cross-sections in the database are 150 and 1270 mm, always with ζ ≤ 2; the concrete unconfined strength ranges between 12 and 54.1 MPa. Different fiber types for wraps were used with a total thickness ranging between 0.047 and 9.6 mm and an elastic modulus ranging between five and 355 GPa. In this sense, the database is representative of a wide stock. The validation is summarized in the following Table 1 and Table 2 and in Figure 7, dividing, in the well-known format of the 45° line, square sections from rectangular sections. Common synthetic indexes showing the reliability of the confinement model (e.g., [2]) are the average, µ, of the ratios of confined concrete strength (theoretical fcc, sq or fcc, rect over experimental fcc, EXP) and their coefficient of variation (CV). It results that µ is equal to 0.90 and 0.97, while CV is equal to 13% and 12%, respectively, for square and rectangular cross-sections, with the approximated constant ν value assumed equal to 0.5. The average, µ, focuses on overall model accuracy, and it is noted that ratios lower than one represent safe side predictions, because the prediction is lower than the actual experimental value. Similarly, CV shows the magnitude of the associated variability to the mean error.

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Figure 7. Validation of the proposed model (experimental vs. theoretical strength; 45° line).

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Figure 7. Validation of the proposed model (experimental vs. theoretical strength; 45° line).
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Implementing an iterative procedure also to determine ν as the ratio between lateral and axial strain, ν = εlcc, µ results in being equal to 0.92 and 0.97, while CV is equal to 13% and 12%, respectively, for square and rectangular cross-sections. It is clear that the improvement in terms of predictions is not relevant compared to the added complexity of the model.

Table Table 1. Experimental theoretical comparison: square cross-sections.

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Table 1. Experimental theoretical comparison: square cross-sections.
Ref.fco (MPa)2 L (mm)Fibertf (mm)Ef (GPa)εl (%)fcc, EXP (MPa)fl, sq (MPa)fcc, sq (MPa)THEOR. EXP.
Campione (2006) [23]12.0150CFRP0.165230.01.5015.10.8415.271.01
12.0150CFRP0.330230.01.5017.81.2016.670.94
Rousakis et al. (2007) [24]33.0200CFRP0.117240.01.5538.40.6635.690.93
33.0200CFRP0.117240.01.5538.80.6635.690.92
33.0200CFRP0.351240.01.5545.91.7239.940.87
33.0200CFRP0.351240.01.5542.41.7239.940.94
33.0200CFRP0.585240.01.5555.62.4842.980.77
33.0200CFRP0.585240.01.5559.52.4842.980.72
33.0200GFRP0.35165.02.8042.60.9736.940.87
33.0200GFRP0.35165.02.8041.80.9736.940.88
33.0200GFRP0.70265.02.8044.41.8340.370.91
33.0200GFRP0.70265.02.8047.31.8340.370.85
33.0200GFRP1.05365.02.8051.92.5643.290.83
33.0200GFRP1.05365.02.8055.52.5643.290.78
34.2200CFRP0.117240.01.5542.20.6636.840.87
34.2200CFRP0.117240.01.5541.90.6636.840.88
34.2200CFRP0.351240.01.5545.21.7141.070.91
34.2200CFRP0.351240.01.5545.71.7141.070.90
34.2200CFRP0.585240.01.5554.62.4644.060.81
34.2200CFRP0.585240.01.5554.92.4644.060.80
38.0200GFRP0.35165.02.8040.40.9741.881.04
38.0200GFRP0.35165.02.8039.10.9741.881.07
38.0200GFRP0.70265.02.8052.81.8145.280.86
38.0200GFRP0.70265.02.8052.41.8145.280.86
38.0200GFRP1.05365.02.8059.82.5248.140.81
38.0200GFRP1.05365.02.8060.22.5248.140.80
39.9200GFRP0.35165.02.8043.10.7843.061.00
39.9200GFRP0.35165.02.8037.70.7843.061.14
39.9200GFRP0.70265.02.8054.21.2144.790.83
39.9200GFRP0.70265.02.8047.11.2144.790.95
39.9200GFRP1.05365.02.8059.51.4645.820.77
39.9200GFRP1.05365.02.8061.51.4645.820.74
Wang and Wu (2008) [25]31.7150CFRP0.165219.01.9933.21.3537.091.12
31.7150CFRP0.330219.01.9935.22.3040.901.16
52.1150CFRP0.165225.71.9253.71.4257.911.08
52.1150CFRP0.330225.71.9255.92.5862.671.12
31.9150CFRP0.165219.01.9933.61.3537.291.11
31.9150CFRP0.330219.01.9942.22.3141.120.97
54.1150CFRP0.165225.71.9255.81.4259.941.07
54.1150CFRP0.330225.71.9259.42.6064.771.09
32.3150CFRP0.165219.01.9939.81.3537.710.95
32.3150CFRP0.330219.01.9956.52.3241.560.74
52.0150CFRP0.165225.71.9255.91.4257.811.03
52.0150CFRP0.330225.71.9263.02.5862.560.99
30.7150CFRP0.165219.01.9943.71.3436.050.83
30.7150CFRP0.330219.01.9968.02.2839.800.59
52.7150CFRP0.165225.71.9257.61.4258.521.02
52.7150CFRP0.330225.71.9280.32.5863.300.79
31.8150CFRP0.165219.01.9950.01.3537.190.74
52.7150CFRP0.165225.71.9262.61.4258.520.93
52.7150CFRP0.330225.71.9289.82.5863.300.70
Harries and Carey (2003) [26]32.4152GFRP3.0004.91.6037.90.4734.280.90
32.4152GFRP9.0004.91.6043.21.2337.300.86
31.2152GFRP3.0004.91.6037.40.4833.110.89
31.2152GFRP9.0004.91.6039.01.3136.430.93
Shehata et al. (2002) [27]23.7150CFRP0.165355.01.5027.51.4729.531.07
29.5150CFRP0.165355.01.5040.41.5535.690.88
Lam et al. (2006) [28]35.3150CFRP0.167230.01.5041.21.0239.390.96
35.3150CFRP0.334230.01.5060.41.6641.980.69
Ilki and Kumbasar (2003) [29]32.8250CFRP0.165230.01.5032.70.6835.531.09
32.8250CFRP0.165230.01.5032.30.6835.531.10
32.8250CFRP0.495230.01.5041.41.7239.690.96
32.8250CFRP0.495230.01.5040.61.7239.690.98
32.8250CFRP0.825230.01.5056.72.4142.460.75
32.8250CFRP0.825230.01.5053.62.4142.460.79
Al-Salloum (2006) [30]28.7150CFRP1.20075.11.5041.21.9936.620.89
30.9150CFRP1.20075.11.5042.52.0439.060.92
Harajli (2006) [31]42.0152CFRP0.90082.01.5049.51.7749.170.99
42.0152CFRP0.90082.01.5046.21.7749.171.06
42.0152CFRP0.90082.01.5048.71.7749.171.01
Masia et al. (2004) [32]26.3152GFRP1.00019.12.4031.30.8929.830.95
26.3152GFRP2.00019.12.4031.61.6032.661.03
26.3152GFRP1.00019.11.5041.30.5628.530.69
Mandal et al. (2005) [33]31.5458GFRP3.00019.11.5036.50.5633.760.92
31.5458GFRP3.00019.11.5037.50.5633.760.90
31.9152GFRP3.00010.31.5037.30.8835.410.95
31.9152GFRP3.00010.31.5036.40.8835.410.97
31.9152GFRP3.00010.31.5034.10.8835.411.04
31.9152GFRP9.00010.31.5053.62.0340.030.75
31.9152GFRP9.00010.31.5046.62.0340.030.86
31.9152GFRP9.00010.31.5048.52.0340.030.83
Wang and Wu (2008) [25]15.0279GFRP2.00087.01.4026.01.3520.270.78
15.0279GFRP9.60017.01.4022.01.3120.140.92
Tao et al. (2008) [34]43.0152GFRP1.26013.61.6950.70.5945.380.89
43.0152GFRP2.52013.61.6951.61.1247.530.92
43.0152GFRP3.78013.61.6953.81.5949.440.92
43.0152GFRP5.04013.61.6954.22.0051.120.94
43.0152GFRP1.26013.61.6951.20.5945.380.89
43.0152GFRP2.52013.61.6951.21.1247.530.93
43.0152GFRP3.78013.61.6953.31.5949.440.93
43.0152GFRP5.04013.61.6955.02.0051.120.93
43.0152GFRP2.52013.61.6950.71.1247.530.94
43.0152GFRP3.78013.61.6952.91.5949.440.93
Micelli and Modarelli (2013) [35]28.0150CFRP0.330221.01.4032.01.1332.501.02
28.0150CFRP0.165221.01.4036.20.7731.060.86
28.0150CFRP0.330221.01.4042.11.1332.500.77
Faella et al. (2004) [36]30.0150GFRP0.48080.73.5032.12.4239.651.23
30.0150GFRP0.48080.73.5032.52.4239.651.22
30.0150GFRP0.48080.73.5041.52.4239.650.95
30.0150GFRP0.48080.73.5034.12.4239.651.16
30.0150GFRP0.48080.73.5041.92.4239.650.95
30.0150GFRP0.48080.73.5038.92.4239.651.02
30.0150GFRP0.96080.73.5042.53.9345.691.07
30.0150GFRP0.96080.73.5049.33.9345.690.93
30.0150GFRP0.96080.73.5051.23.9345.690.89
30.0150GFRP0.96080.73.5052.93.9345.690.86
30.0150GFRP0.96080.73.5058.73.9345.690.78
30.0150GFRP0.96080.73.5055.53.9345.690.82
Ombres (2006) [37]17.4150CFRP0.047240.01.4220.00.3218.680.93
17.4150CFRP0.094240.01.4223.10.6019.760.85
17.4150CFRP0.094240.01.4221.10.6019.760.94
17.4150CFRP0.094240.01.4220.20.6019.760.98
17.4150CFRP0.141240.01.4226.40.8220.660.78
17.4150CFRP0.141240.01.4226.80.8220.660.77
17.4150CFRP0.141240.01.4227.50.8220.660.75
17.4150CFRP0.188240.01.4230.61.0121.400.70
17.4150CFRP0.188240.01.4227.91.0121.400.77
17.4150CFRP0.188240.01.4230.71.0121.400.70
Demers and Neale (1999) [38]32.3152GFRP1.05010.52.0033.10.4534.101.03
32.3152GFRP1.05010.52.0033.00.4534.101.03
32.3152CFRP0.90025.01.5034.10.6634.961.03
42.2152CFRP0.90025.01.5046.40.6844.940.97
42.2152CFRP0.90025.01.5046.30.6844.940.97
Rochette and Labossiere (2000) [39]42.0152CFRP0.90082.71.5043.21.9349.811.15
42.0152CFRP0.90082.71.5047.41.9349.811.05
42.0152CFRP0.90082.71.5050.41.9349.810.99
43.9152CFRP1.50082.71.5048.32.8255.331.15
43.9152CFRP1.20082.71.5050.92.4253.711.06
43.0152AFRP1.26013.61.7050.70.5945.400.90
43.0152AFRP2.52013.61.7051.61.1347.590.92
43.0152AFRP3.78013.61.7053.71.6249.550.92
43.0152AFRP5.04013.61.7054.22.0551.300.95
43.0152AFRP1.26013.61.7051.20.5945.400.89
Table Table 2. Experimental theoretical comparison: Rectangular cross-sections.

Click here to display table

Table 2. Experimental theoretical comparison: Rectangular cross-sections.
Ref.fco (MPa)2 Lx (mm)2 Ly (mm)Fibertf (mm)Ef (GPa)εl (%)fcc, EXP (MPa)fl, rect (MPa)fcc, rect (MPa)THEOR. EXP.
Lam et al. (2006) [28]35.3188150CFRP0.334230.01.5051.41.5541.530.81
35.3225150CFRP0.334230.01.5043.91.4741.200.94
35.3263150CFRP0.334230.01.5040.51.4040.931.01
35.3300150CFRP0.334230.01.5039.01.3540.721.04
35.3188150CFRP0.167230.01.5038.80.9339.051.01
35.3225150CFRP0.167230.01.5038.40.8738.811.01
35.3263150CFRP0.167230.01.5037.70.8338.631.02
35.3300150CFRP0.167230.01.5037.40.7938.491.03
Ilki and Kumbasar (2003) [29]34.0300150CFRP0.165230.01.5035.20.8337.331.06
34.0300150CFRP0.165230.01.5038.70.8337.330.96
34.0300150CFRP0.495230.01.5040.42.0042.001.04
34.0300150CFRP0.495230.01.5038.42.0042.001.09
34.0300150CFRP0.825230.01.5049.22.7144.880.91
34.0300150CFRP0.825230.01.5051.32.7144.880.87
Rochette and Laboissiere (2000) [39]42.0203152GFRP0.90086.01.5045.81.6648.721.06
42.0203152GFRP0.90086.01.5043.71.6648.721.11
43.9203152GFRP1.50086.01.5044.32.3653.491.21
43.9203152GFRP1.20086.01.5044.42.0552.231.18
Demers and Neale (1999) [38]17.6200150CFRP0.165221.01.4024.80.5619.790.80
17.6200150CFRP0.330221.01.4031.20.7520.540.66
17.6200150GFRP0.46086.02.3026.80.9521.350.80
Chaallal et al. (2003) [40]37.7354250GFRP0.60060.01.3039.60.4739.611.00
22.8635318CFRP0.167280.00.9023.30.3023.971.03
22.8635318CFRP0.334280.00.9028.50.5725.030.88
24.11270635CFRP3.173280.00.9035.21.7230.920.88
Parving and Wang (2001) [41]46.4510360GFRP1.16072.04.5048.32.5956.941.18
49.7510360GFRP2.90072.04.5053.25.4271.861.35
53.8510360GFRP1.20077.04.4064.02.7365.011.02
46.8510360GFRP0.96080.04.2052.92.2355.901.06
47.6740510GFRP0.96080.04.2048.11.6054.111.13
Micelli and Modarelli (2013) [35]28.0200150CFRP0.165221.01.4030.30.6330.501.01
28.0200150CFRP0.330221.01.4034.10.9031.560.93
28.0200150GFRP0.23085.02.2832.20.6530.590.95
Ombres (2006) [37]27.1300150CFRP0.047240.01.4228.50.2528.050.98
27.1300150CFRP0.047240.01.4228.50.2528.050.98
27.1300150CFRP0.094240.01.4230.50.4929.000.95
27.1300150CFRP0.094240.01.4230.50.4929.000.95
27.1300150CFRP0.141240.01.4234.40.7229.900.87
27.1300150CFRP0.141240.01.4233.30.7229.900.90
27.1300150CFRP0.141240.01.4232.20.7229.900.93
Shehata et al. (2002) [27]23.718894CFRP0.165235.01.5025.81.0727.921.08
23.718894CFRP0.330235.01.5033.21.5829.950.90
29.518894CFRP0.165235.01.5032.01.1434.051.06
29.518894CFRP0.330235.01.5038.71.7636.520.94

4. Conclusions

The proposed simplified model was derived from a more refined iterative confinement model previously proposed by the same authors. This represents an attempt to account for the pointwise variability of the confinement stress field over the cross-section, but keeping a simplified calculation, without meshing the cross-section. Hence, an “effective” confining pressure was provided to obtain directly the confined concrete strength in square sections. In any case, the model accounts explicitly for the non-uniform confined concrete performance pointwise exhibited in non-axisymmetric sections by means of the integral mean of stresses over the cross-section. However, the integration method discussed in the paper provides also refined solutions for rectangular cross-sections; a simple closed form solution cannot be provided, but CAS software only provides the numerical solution to the problem. To preserve the scope of providing simplified equations, a further assumption was introduced in the case of rectangular cross-sections: they are considered as in between the behavior of two “limit” square cross-sections, having sides equal to the shortest and longest sides of the rectangular cross-section.

To account for concrete nonlinearity close to failure, the model is still iterative (but very few iterations provide converge); in any case, the iterations can be simply implemented in a spreadsheet. Future development will include the improvement of concrete ultimate strain evaluations related to the nonlinearities.

To validate the proposed approach, experimental data, representative of a wide stock of common typical confinement applications, available in the literature, were compared to the predictions of the theoretical simplified analysis, and satisfactory agreement was achieved. The simplified model gives rather accurate results despite the heavily reduced computational effort, if compared to the refined iterative algorithm previously proposed by the same authors.

Acknowledgments

The analyses were developed within the activities of Rete dei Laboratori Universitari di Ingegneria Sismica (ReLUIS) for the research program funded by the Dipartimento di Protezione Civile, Progetto Esecutivo 2010–2013.

Conflicts of Interest

The authors declare no conflict of interest.

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