- freely available
- re-usable

*Polymers*
**2014**,
*6*(1),
59-75;
doi:10.3390/polym6010059

## Abstract

**:**The failure criteria from rock mechanics, Hoek-Brown and Johnston failure criteria, may be extended and modified to assess the ultimate compressive strength of axially loaded circular fiber reinforced polymer (FRP)-confined concrete columns. In addition to the previously modified Hoek-Brown criterion, in this study, the Johnston failure criterion is extended to scope of FRP-confined concrete, verified with the experimental data and compared with the significant relationships from the current literature. Wide-range compressive strengths from 7 to 108 MPa and high confinement ratios up to 2.0 are used to verify the ultimate strengths in short columns. The results are in good agreement with experimental data for all confinement levels and concrete strengths.

## 1. Introduction

Fiber reinforced polymer (FRP) composites are increasingly being applied for the seismic retrofitting and strengthening of reinforced concrete structures. Currently, FRPs are primarily used for two types of applications. One is a thin layer of FRP jacket applied for seismic rehabilitation of damaged and undamaged reinforced concrete structures, and another is the application of FRP tubes in rebuilding and new construction. FRP composites are suitable for use in coastal and marine structures as well as civil infrastructure facilities due to their properties such as high strength-to-weight ratio, high-tensile strength and modulus, corrosion resistance and durability. FRP confinement provides superior seismic performance with enhancing lateral confinement level, energy absorption capacity and ductility [1,2,3,4,5]. Nowadays, new types of cheaper and eco-friendly materials (e.g., recycled pet bottles, etc.) are investigated [6] in addition to common FRP materials (carbon, glass or aramid fiber reinforced plastics; CFRP, GFRP, AFRP, respectively).

Most empirical confinement models address the Mohr-Coulomb failure criterion for actively (hydrostatic pressure) or passively (steel, FRP) confined concrete [3,7,8,9,10,11,12,13,14]. This study focuses on two failure criteria from rock mechanics, the Hoek-Brown’s [15] and especially the Johnston’s failure criteria [16], for FRP-confined concrete. The Mohr-Coulomb criterion is valid only in the compression region [17], whereas Hoek-Brown’s and Johnston’s failure criteria from rock mechanics exist both in compressive and tensile regions to complete it (Figure 1). Previously, in order to extend the scope to concrete, the Hoek-Brown’s and Johnston’s criteria were successfully verified to predict the ultimate strength in high strength (60–132 MPa) concrete specimens under active confining pressure [17]. More recently, the Hoek-Brown criterion was applied to reinforced concrete and FRP- confined circular columns by the author [18]. This study addresses the applicability of other failure criterion, the Johnston failure criterion, from rock mechanics. The criterion is validated for FRP-confined circular short columns through the wide-range experimental data (7 to 108 MPa) from the current literature. The comparisons confirm the applicability of the Johnston failure criterion to FRP composites as well.

**Figure 1.**Mohr-Coulomb, Johnston and Hoek-Brown’s failure envelope to estimate the ultimate strength under triaxial compression.

## 2. Literature Survey and Database

Considerable research has been devoted to FRP-confined circular columns and numerous models have been proposed [1,2,3,4,11,12,13,14,18,19,20,21,22,23,24,25,26]. The common experimental data to predict ultimate (confined) strength are especially in the range of 30 to 50 MPa [11,25,26,27,28,29,30,31,32,33]. In this study, a database involved in short columns (L/D = 1.6 to 2.9, most of them are 2) [3,11,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42] was deployed regarding the confinement levels from 0.03 up to 2.0 by including AFRP, CFRP, and GFRP jacketing. The average value of nominally identical specimens in each test group was used to decrease scattering and error in the analyses. In addition, the data from observed lateral stresses or coupon test results were used to improve the reliability. In terms of concrete cylinder strength f_{co}, the averaged database covers 116 data for FRP-wrapped cylinders from 7 to 108 MPa [3,24,25,26,27,30,31,32,35,36,37,38,39,40,41,42] and 19 data for FRP tube encased cylinders from 29.6 to 45.4 MPa [11,28,29,33,34]. In addition, 56 averaged data [6,14,23,43,44,45] from 17 to 80 MPa were used for calibration.

## 3. Overview to Confinement Models with FRP

Under triaxial compressive stresses, the columns are subjected to major compressive stresses σ_{1} uniformly applied along the axial axis of the column and lateral confining pressure σ_{3} (Figure 1). This pressure may be provided by passive means such as steel (hoops, ties, spirals, jackets, etc.) and FRP (sheets, tubes, etc.) confinement around the concrete core or actively through hydrostatic pressure. On the contrary of steel, FRP behaves elastically until failure. The inward radial pressure increases with the lateral expansion of the concrete, so that the assumption of constant confining pressure is no longer valid. The models [7,8,46,47,48] developed for steel confinement may unsafely overestimate the strength of FRP-confined columns.

In FRP confined columns, the fibers are generally aligned primarily along the hoop direction to provide the confinement of concrete while the fibers in the axial direction provide the flexural strength and stiffness. While the concrete is stressed triaxially, the FRP jacket is loaded uniaxially and, at the FRP-concrete interface, the confining radial pressure σ_{3} (Figure 2) develops by:

_{frp}denote the thickness of FRP, the diameter of concrete core and the hoop tensile strength of FRP, respectively.

**Figure 2.**Scheme of confining action for (

**a**) concrete; (

**b**) Fiber reinforced polymer (FRP) composite.

The Mohr-Coulomb failure criterion frequently used for confined concrete is essentially based on triaxial soil data:

_{1}= + σ

_{3}, σ

_{1}≥ σ

_{3}

_{1}signifies the major principal stress at failure (ultimate strength), σ

_{3}is the minor principal stress (confining pressure), c is the cohesive strength of soil, and ϕ is the internal-friction angle. Unconfined strength (f

_{l}= σ

_{3}= 0) is defined as:

_{co}= σ

_{1}=

The positive effect of confinement on concrete cylinders was first observed and modelled by Richart et al. [7] by defining the internal-friction angle ϕ as 37°. Then Goodman [49] suggested ϕ in the range of 36°–45° for most of concrete strengths, Rochette and Labossière formulated ϕ and c [30].

The confinement effectiveness coefficient k is defined in terms of ϕ :

_{cc}of confined concrete:

_{cc}= f

_{co}+ f

_{l}

_{cc}/f

_{co}is described as the strengthening ratio. Richart et al. [7] who suggested k value as 4.1 corresponding to ϕ = 37° and then many authors have widely used these forms [8,9,10,11,12,13,14].

Saatcioglu and Razvi [47] found that the coefficient k decreases with increasing confining pressure by approaching a constant value in high lateral stresses. While Candappa et al. [50] proposed k = 5.3 for low confinement levels, Ansari and Li [10] found k = 2.6 for high confinement levels. Dahl [51] has shown that the traditional value of k = 4.1 overestimates the ultimate strength for the confinement ratios exceeding 0.5. For FRP-confined concrete, while some authors suggested a constant value for k [6,14,22,52,53,54], according to other authors, k should be a function decreasing with the confinement ratio [3,11,12,13,20,55].

As a great number of relationships according to Mohr-Coulomb criterion have been proposed so far, in this study, only the variation of k is displayed for FRP-wrapped or FRP tube encased specimens. For the averaged database of this study, two significantly different cases are observed especially for FRP-wrapped specimens (Figure 3). In the first case, a specific trend with a dashed line is under consideration and while k value is high in low confinement levels it declines toward a constant value of 1.8 in high confinement levels. For the second case, there are data scattering in the confinement ratios lower than about 0.7. It may be suggested that k has either a conservative value of about 2 or lower and variable values within the dotted curve. The dotted line converges towards the first trend at medium confinement levels. Spoelstra and Monti [13] previously defined lower effectiveness for f_{l}/f_{co} < 0.07 and expressed that the confinement effectiveness is never greater than 3 and that it reaches maximum at about f_{l}/f_{co} < 0.3. According to Li [56], both insufficient coefficient and higher concrete strength may lead to lower confinement effectiveness. Recently Teng et al. [57] defined f_{l}/f_{co} to be the product of the confinement stiffness ratio and strain ratio. In the literature, k coefficient was expressed in terms of normalized lateral jacket rigidity [24], confinement pressure nonlinearly [28], confinement pressure and cylinder concrete strength nonlinearly [3,12,13], and more recently normalized axial rigidity [20].

## 4. Modified Failure Criteria from Rock Mechanics

#### 4.1. Hoek-Brown Failure Criterion

Hoek and Brown [15] introduced a failure criterion for rocks (σ_{c} ≥ 20 MPa):

_{c}is the uniaxial-unconfined-compressive strength of intact rock specimens, m and s are the material constants. The value of m that governs the curvature of failure envelope depends on the type of rock, e.g., the representative value of m is 15 for sandstone and quartzite. The other constant s describes the discontinuities in rock and ranges from 0 (heavily jointed rocks) to 1 (intact rocks).

For confined concrete, it can be shown that Equation (7) may take the form:

_{cc}= f

_{l}+ (sf

_{co}

^{2}+ mf

_{co}f

_{l})

^{1/2}

Equation (8) can further be expressed as [17]:

_{co}X + (sf

_{co}

^{2}= A

_{o}X + B

_{o})

_{c}

_{c}− f

_{l})

^{2}; X = f

_{l}, A

_{o}= mf

_{c}

_{o}, B

_{o}= s

Concrete containing no discontinuity can be treated as intact rock material (s = 1). Using f_{l} and f_{c}_{c} values resulting from triaxial tests on confined concrete, Y and X values are determined. Then, the material constant m may be assigned from the linear regression analysis between Y and X values and thus the failure envelope is described. In the pure tension case f_{c}_{c} = 0 → f_{l} = −f_{t} where f_{t} is the uniaxial-direct-tensile strength (Figure 1).

In this failure criterion adapted from rock mechanics, the first step is to precisely predict m constant. The predicted m values regarding the active and FRP confinement are displayed according to the strength ranges in Table 1. For FRP confined concrete, while m is 4.8 to 3.3 in normal strength range (20 to 40 MPa), it has a very low value (m = 0.1) in the high-strength concrete especially over 80 MPa [18]. Meanwhile, it should be mentioned for cylinder strengths over 108 MPa the accuracy of prediction may be decreased due to very low and constant m coefficient. As for actively confined concrete, the highest m value (m = 13) is under consideration [17] and approaches to the lower range of rocks [15]. The variations [18] between confinement effectiveness (strengthening ratio) and confinement ratio are demonstrated for differently confined concrete (FRP, steel, FRP + steel) and rock specimens in Figure 4.

Confinement | f_{co} (MPa) | m | Number of data (n) | IAE (%) | (%) | Source of data | |
---|---|---|---|---|---|---|---|

FRP wrapped or encased tube | 7–18 | 2.9 | 24 | 4.2 | +4.5, −4.2 | [3,32,35,40] | |

20–82 | 6.34–0.076 f_{co } | 104 | 4.6 | +4.6, −4.9 | [3,11,24,25,26,27,28,29,30,31,32,33,34,36,37,38,39,40,41,42] | ||

83–108 | 0.1 | 7 | 5.2 | +5.2, −5.5 | [37,41] | ||

Active pressure | 60–132 | 13 [17] | 71 | 4.8 | +4.1, −6.7 | [58,59] |

= average deviation, [∆ = (O_{i} − P_{i})/O_{i} × 100, %]; O_{i}, P_{i} = respectively observed and predicted ultimate compressive strength; IAE = Integral Absolute Error, [17,18].

**Figure 4.**Failure envelopes of intact rock specimens and concrete confined by different confining materials. Reprinted with permission from [18]. Copyright 2009. ACI.

#### 4.2. Johnston’s Failure Criterion

Johnston’s failure criterion [16] is valid for all intact soils and rocks under triaxial compression ranging from 0.008 MPa (lightly overconsolidated clays) to 600 MPa (extremely hard rocks). It is defined as:

_{l}= 0. They are reasonably related to the compressive strength σ

_{c}. Johnston expressed B coefficient as a parabolic curve:

_{c})

^{2}, (0.008 MPa ≤ σ

_{c}≤ 600 MPa)

_{c}is kPa. It can be realized that B converges to 1 (σ

_{c}→ 1) for normally consolidate clays, to 0.5 for rocks. Johnston identified M coefficient with parabolic curves in four groups regarding geomaterial formations.

If the Johnston criterion is extended to confined concrete, Equation (10) may be adapted for confined concrete as follows:

B coefficient minimizing the IAE ratio was previously determined to be 0.5 for high strength concrete (f_{co} = 60–132 MPa) under active pressure (Table 2) and M/B ratio was defined in terms of splitting tensile and compressive strength [17] and this ratio seems to be a function of the uniaxial compressive strength f_{co} and the type of rock.

Confining material | f_{co} (MPa) | B | M | f_{co} (MPa) | Number of data | IAE (%) | (%) | Source of data | |
---|---|---|---|---|---|---|---|---|---|

FRP wrapped or encased tube | 7–24 | Equation (13) | Equation (14a) | 7−18 | 24 | 3.1 | +3.0, −3.3 | [3,32,35,40] | |

25–108 | Equation (14b) | 21−30 | 21 | 4.0 | +4.5, −4.2 | [27,28,34,36, 38,39,40] | |||

31−39 | 41 | 5.2 | +4.2, −5.4 | [3,11,24,25,26,28,31,32,42] | |||||

40−52 | 37 | 5.8 | +5.5, −6.2 | [24,29,30,33,37,39,42] | |||||

70−108 | 12 | 2.9 | +2.0, −3.8 | [37,41] | |||||

Active pressure | 60−132 | 0.5 | [17] | 60−132 | 71 | 5.8 | +6.3, −6.3 | [58,59] |

In this study, the Johnston criterion is modified and extended to FRP-confined concrete. Herein, Equation (13) derived from the classical relationship Equation (11) is employed for B coefficient by covering all the strength ranges:

_{co})

^{2}, f

_{co}in kPa

For M coefficient, the following correlations were developed with min. IAE ratios and deviations:

_{co}+ 2.83 (7 MPa ≤ f

_{co}< 25 MPa, R = 0.98)

_{co}+ 5.46 (25 MPa ≤ f

_{co}< 108 MPa, R = 0.99)

Thus, by knowing B and M coefficients, the failure envelope can be established easily. For the strength levels lower than about f_{co} = 25 MPa, M values decreases from 3.8 down to about 2.6 (f_{co} = 7.3 MPa). From 25 MPa to upper strength levels, M values gradually decrease, e.g., M coefficient is 0.75 for f_{co} = 108 MPa.

## 5. Evaluations and Comparisons of Modified Johnston Failure Criterion

In this section, the prediction capability of modified Johnston criterion will be verified through the averaged database (n = 135) and with the current models in Table 3. Data were classified according to strength ranges as groups and all the models were individually investigated according to these ranges to be independent from the definition range of the model. The number of data for each strength range is 24, 21, 41, 37, 12, respectively.

The Integral Absolute Error (IAE) previously defined [17,18] and average deviations ( ) were used in comparisons. When comparing different models, the smallest value of the IAE can be judged as the most reliable one. IAE ratio 10% may be regarded as the limit for a acceptable prediction.

High IAE and ratios of the models developed for steel confinement [7,46,47,48] usually indicate an over-estimation for FRP confined concrete. In FRP models, the IAE ratio usually increases in high-strength concrete especially for f_{co} ≥ 70 MPa [3,4,11,12,13,32,50,54,57,60] or in poor strength levels lower than 20 MPa [4,12,22,55,60]. Karbhari and Gao [3] and Saafi et al.’s models [11] have good assessment capability beyond the strength range as well. Within the models based on Mohr-Coulomb criterion, the most reliable results for constant k coefficient are provided with k = 2 [32,53,54] for the range 7–52 MPa. Rousakis et al.’s model [20] was individually defined for carbon and glass jackets, and in this study the predictions were executed only for carbon sheets with different elastic modulus and very good accuracy was achieved especially for f_{co} ≥ 30 MPa. Modified Johnston criterion, similar to previously modified Hoek-Brown criterion, yields the best prediction with the smallest IAE ratios (4.7%) and deviations (−4.8%, +4.1%) (Table 1, Table 2 and Table 3) for all the strength ranges (f_{co} = 7 to 108 MPa) from low to high confinement ratios.

By comparing the test results, the failure envelopes of modified Johnston criterion are displayed for specific strength levels of 7.32, 18, 30, 39, 52 and 81.4 MPa in Figure 5, Figure 6 and Figure 7. In these comparisons, the data in the same strength level from calibration database [6,14,23,43,44,45] was also employed with clb symbol. It is interesting that the Johnston criterion modified for common FRP jackets (carbon, glass, aramid) may enable a good prediction for recently developed PEN fibers [6] as well (Figure 6). The predicted results of modified Johnston criterion exhibit very good agreement with database and calibration data (Figure 8).

Source and strength range | Model | Range of cylinder compressive strength, MPa | |||||
---|---|---|---|---|---|---|---|

7–18 | 21–30 | 31–39 | 40–52 | 70–108 | All data | ||

24 | 21 | 41 | 37 | 12 | 135 | ||

IAE, % ( , %) | |||||||

Richart et al. [7] Fardis and Khalili [1] (f _{co} = 20–50 MPa) | 78.9 (−71.5) | 35.4 (−30.3) | 30.9 (−28.4) | 37.9 (−36.3) | 57.8 (−56.4) | 42.3 (−40) | |

Fafitis and Shah [8] (f _{co} = 20–66 MPa) | 29.6 (−36.7) | 9.9 (−9.8) | 9.1 (−10.4) | 14.6 (−16.1, +2.1) | 40.7 (−40.2) | 18 (−18.8, +2.1) | |

Mander et al. [46] ^{a} | 13.6 (−22.4, +10) | 16.5 (−19.2, +3.1) | 27.5 (−28.1) | 36.5 (−37) | 64.8 (−63.9) | 33.6 (−32.5) | |

Saatcioglu and Razvi [47,48] ^{a} (f _{co} = 30–124 MPa) | 78 (−79.9) | 36.6 (−34.1) | 34.5 (−33.3) | 39.2 (−38.8) | 55.6 (−54.8) | 43.6 (−43.9) | |

Karbhari and Gao [3] (f _{co} = 38 MPa) | 5.3 (−6.9, +2.1) | 6.0 (−1.0, +6.4) | 5.0 (−6.9, +4.2) | 7.3 (−8.5, +5.1) | 28.1 (−27.6) | 9.9 (−11.4, +4.9) | |

Samaan et al. [4] (f _{co} = 29–32 MPa) | 21.6 (−29.6) | 4.1 (−6.1, +2.2) | 7.6 (−9.7, +1.2) | 9.8 (−10, +1.6) | 26.3 (−26) | 12.1 (−15.4, +2.0) | |

Saafi et al. [11] (f_{co} = 38 MPa) | 7.3 (−7.7) | 4.3 (−2.4, +5.5) | 5.5 (−7.6, +2.9) | 9.9 (−11.8, +2.4) | 32.4 (−31.9) | 11.3 (−12, +4) | |

Spoelstra and Monti [13] (f _{co} = 30–50 MPa) | 6.5 (−10.5, +4.1) | 3.8 (−3.1, +4.6) | 7.3 (−5.8, +4.7) | 10.9 (−11.6, +1.9) | 29.4 (−28.4) | 14.4 (−11.4, +4.2) | |

Miyauchi et al. [22] (f _{co} = 33–45 MPa) | 39.1 (−35.1) | 15.2 (−12, +4.6) | 11.6 (−11.8, +4.1) | 16.7 (−16.2) | 37.3 (−36.4) | 20 (−19.5, +4.4) | |

Toutanji [12] modified (f _{co} = 31 MPa) | 10.3 (−11) | 3.8 (−3.3, +4.5) | 6.3 (−7.7, +2.1) | 11.2 (−12.3, +2.6) | 34 (−33.4) | 12.4 (−12.6, +3.4) | |

Theriault and Neale [32] (f _{co} = 32–44 MPa) Lam and Teng [53] (f _{co} = 27–55 MPa) Campione and Miraglia [54] (f _{co} = 20-44 MPa) | 4.9 (−5.1, +2.5) | 11.4 (+12) | 7.5 (−3.5, +7.8) | 6.2 (−6.9, +5.5) | 18.7 (−18.2) | 9.5 (−9.8, +7.8) | |

Girgin [18] Hoek-Brown criterion (f_{co} = 7–108 MPa) | m=2.9 (f _{co}=7–18 MPa)m=6.34–0.076 (f _{co}=18–82 MPa)m=0.1(f _{co} = 83–108 MPa) | 4.2 (−4.2, +4.5) | 3.4 (−2.2, +4.3) | 4.6 (−4.9, +4.6) | 5.6 (−5.8, +4.7) | 5.1 (−5.0, +3.4) | 4.7 (−4.5, +4.5) |

Wu and Zhou [60] based on Hoek-Brown crit. (f _{co} = 18–80 MPa) | 16.9 (−20.5) | 4.1 (−0.8, +5.6) | 4.7 (−5.2, +4.9) | 5.8 (−6.6, +4.2) | 18.2 (−17.9) | 8.3 (−11.2, +4.0) | |

Mohamed and Masmoudi [61] (f _{co} = 25–60 MPa) | 19.7 (−14.4) | 12.7 (−9.9, +15.2) | 12.0 (−2.0, 14.2) | 9.7 (−10.3) | 15.4 (−18.4) | 12.8 (−13.4, +12.9) | |

Fahmy and Wu [55] (f _{co} = 25–170 MPa) | k_{1} =4.5, k_{1} = 3.75(f _{co} ≤ 40 MPa, f_{co} > 40 MPa) | 11.4 (−14.4, +10.5) | 12.87 (−2.4, +12.4) | 9.2 (−8.8, +8.6) | 11.3 (−6.0, +10.6) | 9.6 (−10.4, +1.0) | 10.6 (−10.0, +10.3) |

Teng et al. [57] (f _{co} = 38–45.9 MPa) | 47.6 (−41.0) | 19.2 (−20, +4.08) | 12.6 (−15.6, +5.8) | 13.9 (−18.2, +5.8) | 42.8 (−39.1) | 20.6 (−23.1, +5.2) | |

Rousakis [20] (f _{co} = 9–170 MPa) | 10.2 ^{c} (−7.8, +10.8) | 11.4 (−15.1, +8.5) | 5.1 (−6.3, +4.1) | 6.7 (−5.6, +6.1) | 6.4 (−6.3) | 7.5 (−7.8, +7,8) | |

This study—Johnston criterion (f_{co} = 7–108 MPa) | B: Equation (13) M:Equation (14a) (f _{co} = 7-24 MPa)M: Equation (14b) (f _{co} = 25-108 MPa) | 3.1 (−3.3, +3.0) | 4.0 (−4.2, +4.5) | 5.2 (−5.4, +4.2) | 5.8 (−6.2, +5.5) | 2.9 (−3.8, +2.0) | 4.7 (−4.8, 4.1) |

^{a} Analysis was carried out by taking in-place unconfined compressive strength of concrete [the ratio of unconfined strength in-place; in the column to standard cylinder strength f_{co} is generally taken as 0.85]; ^{b} ρ_{f} = 4t_{f}/d, E_{f}_{μ} = 10 MPa (for units compliance); α = −0.336, β = 0.0223 for FRP sheets ; α = −0.23, β = 0.0195 for FRP tube; Y = f_{cc}/f_{co} − 1, X = ρ_{f} E_{f}/f_{co}, Y = AX, carbon: A = 0.0151 (E_{f} = 234 GPa), 0.0093 (E_{f} = 377 GPa), 0.0021 (E_{f} = 640 GPa), glass: A = 0.0187 (E_{f} = 80.1 GPa); ^{c} In this study, predictions was carried out for only carbon sheets 234, 377 and 640 GPa.

**Figure 5.**Verification of Johnston criterion for low-strength (f

_{co}= 7.32,18 MPa) FRP confined concrete.

**Figure 6.**Verification of Johnston criterion for normal-strength (f

_{co}= 30 and 39 MPa) FRP confined concrete.

**Figure 7.**Verification of Johnston criterion for high-strength (f

_{co}= 52 and 81.4 MPa) FRP confined concrete.

**Figure 8.**Predicted versus experimental ultimate compressive strengths according to modified Johnston criterion.

## 6. Conclusions

In this study, the Johnston failure criterion essentially developed for rock data were extended and modified to FRP-confined short columns. The averaged database (n = 135) from 7 to 108 MPa and calibration data from 17 to 80 MPa comprises the uniaxial strengths for FRP-tube encased concrete specimens as well as FRP-wrapped ones. The following conclusions can be drawn from the findings of this study:

The material coefficients B and M of the Johnston failure criterion were defined in terms of cylinder compressive strength to be parabolic curves. The highest effectiveness (M = 3.75) is achieved for normal-strength concrete of about 25 MPa like the modified Hoek-Brown criterion’s m coefficient. M coefficient gradually decreases to high-strength concrete (e.g., M = 0.75 for f

_{co}= 108 MPa).The Johnston failure criterion modified in this study yields the best prediction, like previously modified the Hoek-Brown failure criterion, in comparison with other current models. The predicted ultimate strengths are assigned with high accuracy [IAE = 4.7%, = (−4.8%, +4.1%)].

This failure criterion may be modified regarding the recent eco-friendly recycled plastic materials (PEN, PET) as well.

## Conflicts of Interest

The author declares no conflict of interest.

## References

- Fardis, M.N.; Khalili, H. Concrete encased in fiberglass-reinforced plastic. ACI Struct. J.
**1981**, 78, 440–445. [Google Scholar] - Saadatmanesh, H.; Ehsani, M.R.; Li, M.W. Strength and ductility of concrete columns externally reinforced with fiber composite straps. ACI Struct. J.
**1994**, 91, 434–447. [Google Scholar] - Karbhari, V.M.; Gao, Y. Composite jacketed concrete under uniaxial compression—Verification of simple design equations. ASCE J. Mater. Civ. Eng.
**1997**, 9, 185–193. [Google Scholar] [CrossRef] - Samaan, M.; Mirmiran, A.; Shahawy, M. Modeling of concrete confined by fiber composites. ASCE J. Struct. Eng.
**1998**, 124, 1025–1031. [Google Scholar] [CrossRef] - Ozbakkaloglu, T.; Akın, E. Behavior of FRP-confined normal- and high-strength concrete under cyclic axial compression. ASCE J. Compos. Constr.
**2012**, 16, 451–463. [Google Scholar] [CrossRef] - Dai, J.G.; Bai, Y.L.; Teng, J.G. Behaviour and modeling of concrete confined with FRP composites of large deformability. ASCE J. Compos. Constr.
**2011**, 15, 963–973. [Google Scholar] [CrossRef] - Richart, E.; Brandtzaeg, A.; Brown, R.L. Failure of Plain and Spirally Reinforced Concrete in Compression; Bulletin 190; University of Illinois, Engineering Experimental Station: Champaign, IL, USA, 1929. [Google Scholar]
- Fafitis, A.; Shah, S.P. Lateral Reinforcement for High-Strength Concrete Columns. In High-Strength Concrete; ACI SP-87; American Concrete Institute: Farmington Hills, MI, USA, 1985; pp. 213–232. [Google Scholar]
- Razvi, S.R.; Saatcioglu, M. Confinement model for high-strength concrete. ASCE J. Struct. Eng.
**1999**, 125, 3281–3289. [Google Scholar] - Ansari, F.; Li, Q. High strength concrete subjected to triaxial compression. ACI Mater. J.
**1998**, 95, 747–755. [Google Scholar] - Saafi, M.; Toutanji, H.A.; Li, Z. Behaviour of concrete columns confined with fiber reinforced polymer tubes. ACI Mater. J.
**1999**, 96, 500–509. [Google Scholar] - Toutanji, H.A. Stress-strain characteristics of concrete columns externally confined with advanced fibre composite sheets. ACI Mater. J.
**1999**, 96, 397–402. [Google Scholar] - Spoelstra, M.R.; Monti, G. FRP-confined concrete model. ASCE J. Compos. Constr.
**1999**, 3, 143–150. [Google Scholar] [CrossRef] - Jiang, T.; Teng, J.G. Analysis-oriented stress-strain models for FRP-confined concrete. Eng. Struct.
**2007**, 29, 2968–2986. [Google Scholar] [CrossRef] - Hoek, E.; Kaiser, P.K.; Bawden, W.F. Support of Underground Excavations in Hard Rock; A.A. Balkema: Rotterdam, Netherlands, 1995; p. 215. [Google Scholar]
- Johnston, I.W. Comparison of two strength crieria for intact rock. ASCE J. Geotech. Eng. Div.
**1985**, 111, 1449–1454. [Google Scholar] [CrossRef] - Girgin, Z.C.; Arıoglu, N.; Arıoglu, E. Evaluation of strength criteria for very-high-strength concretes under triaxial compression. ACI Struct. J.
**2007**, 104, 278–284. [Google Scholar] - Girgin, Z.C. A modified failure criterion to predict ultimate strength of circular columns confined by different materials. ACI Struct. J.
**2009**, 106, 800–809. [Google Scholar] - De Lorenzis, L.; Tepfers, R. Comparative study of models on confinement of concrete cylinders with fiber-reinforced polymer composites. ASCEJ. Compos. Constr.
**2003**, 7, 219–237. [Google Scholar] [CrossRef] - Rousakis, T.C.; Rakitzis, T.D.; Karabinis, A.I. Design-oriented strength model for FRP-confined concrete members. ASCEJ. Compos. Constr.
**2012**, 16, 615–625. [Google Scholar] [CrossRef] - Ozbakkaloglu, T.; Lim, J.C. Axial compressive behavior of FRP-confined concrete: Experimental test database and a new design-oriented model. Compos. Part B
**2013**, 55, 607–634. [Google Scholar] [CrossRef] - Miyauchi, K.; Inoue, S.; Kuroda, T.; Kobayashi, A. Strengthening effects of concrete columns with carbon fiber sheet. Trans. Jpn. Concr. Inst.
**1999**, 21, 143–150. [Google Scholar] - Ilki, A.; Kumbasar, N. Compressive behaviour of carbon fibre composite jacketed concrete with circular and non-circular cross-sections. J. Earth Eng.
**2003**, 7, 381–406. [Google Scholar] - Xiao, Y.; Wu, H. Compressive behavior of concrete confined by carbon fiber composite jackets. ASCE J. Mater. Civ. Eng.
**2000**, 12, 139–146. [Google Scholar] [CrossRef] - Lam, L.; Teng, J.G. Ultimate condition of FRP-confined concrete. ASCEJ. Compos. Constr.
**2004**, 8, 539–548. [Google Scholar] [CrossRef] - Howie, I.; Karbhari, V.M. Effect of Materials Architecture on Strengthening Efficiency of Composite Wraps for Deteriorating Columns in the North-East. In Infrastructure: New Materials and Methods of Repair; Basham, K.D., Ed.; American Society of Civil Engineers: New York, NY, USA, 1994; pp. 199–206. [Google Scholar]
- Watanabe, K.; Nakamura, H.; Honda, T.; Toyoshima, M.; Iso, M.; Fujimaki, T.; Kaneto, M.; Shirai, N. Confinement Effect of FRP Sheet on Strength and Ductility of Concrete Cylinders under Uniaxial Compression. In Proceedings of the 3rd International Symposium on Non-Metallic (FRP) Reinforcement for Concrete Structure, Sapporo, Japan, 14–16 October 1997; pp. 233–240.
- Mirmiran, A.; Shahawy, M. Behavior of concrete columns confined by fiber composites. ASCE J. Struct. Eng.
**1997**, 123, 583–590. [Google Scholar] [CrossRef] - Mirmiran, A.; Shahawy, M.; Samaan, M.; El Echary, H. Effect of column parameters on FRP-confined concrete. ASCE J. Compos. Constr.
**1998**, 2, 175–185. [Google Scholar] [CrossRef] - Rochette, P.; Labossière, P. Axial testing of rectangular column models confined with composites. ASCE J. Compos. Constr.
**2000**, 4, 129–136. [Google Scholar] [CrossRef] - Karabinis, A.I.; Rousakis, T.C. Concrete confined by FRP material: A plasticity approach. Eng. Struct.
**2002**, 24, 923–932. [Google Scholar] [CrossRef] - Thériault, M.; Neale, K.W.; Claude, S. Fiber-reinforced polymer-confined circular concrete columns: Investigation of size and slenderness effects. ASCE J. Compos. Constr.
**2004**, 8, 323–331. [Google Scholar] - El Chabib, H.; Nehdi, M.; El Naggar, M.H. Behavior of SCC confined in short GFRP tubes. Cem. Concr. Compos.
**2005**, 27, 55–64. [Google Scholar] [CrossRef] - Mirmiran, A.; Shahawy, M.; Beitleman, T. Slenderness limit for hybrid FRP-concrete columns. ASCE J. Compos. Constr.
**2001**, 5, 26–34. [Google Scholar] [CrossRef] - Pon, T.H.; Li, Y.F.; Shih, B.J.; Han, M.S.; Chu, G.D.; Chiu, Y.J. Experiments of Scale Effects on the Strength of FRP Reinforced Concrete. (in Chinese). In Proceedings of the 4th National Conference on Structural Engineering, Taipei, Taiwan, September 1998; pp. 2133–2140.
- Chu, G.D. The Technology and Application of Composites in the Reinforcement of Structures in Civil Engineering. In Proceedings of the Technical Conference on Reinforced of RC StructureIndustry Technology Research Institute, Taipei, Taiwan, September 1998; p. 45.
- Rousakis, T. Experimental Investigation of Concrete Cylinders Confined by Carbon FRP Sheets, under Monotonic and Cyclic Axial Compressive Load; Chalmers University of Technology: Göteborg, Sweden, 2001; p. 87. [Google Scholar]
- Lin, H.L.; Liao, C.I. Compressive strength of reinforced concrete-column confined by composite materials. Compos. Struct.
**2004**, 65, 239–250. [Google Scholar] [CrossRef] - Berthet, J.F.; Ferrier, E.; Hamelin, P. Compressive behavior of concrete externally confined by composite jackets. Part A: Experimental study. Constr. Build. Mater.
**2005**, 19, 223–232. [Google Scholar] [CrossRef] - Triantafillou, T.C.; Papanicolaou, C.G.; Zissimopoulos, P.; Laourdekis, T. Concrete confinement with textile-reinforced mortar jackets. ACI Struct. J.
**2006**, 103, 28–37. [Google Scholar] - Almussalam, T.H. Behavior of normal and high-strength concrete cylinders confined with E-glass/epoxy composite laminates. Compos. Part B
**2007**, 38, 629–639. [Google Scholar] [CrossRef] - Wang, L.M.; Wu, Y.F. Effect of corner radius on the performance of CFRP-confined square concrete columns: Test. Eng. Struct.
**2008**, 30, 493–505. [Google Scholar] [CrossRef] - Lin, C.; Li, Y. An effective peak stress formula for concrete confined with carbon fibre reinforced plastics. Can. J. Civ. Eng.
**2003**, 30, 882–889. [Google Scholar] [CrossRef] - Owen, L.M. Stress-Strain Behavior of Concrete Confined by Carbon Fiber Jacketing. Master’s Thesis, University of Washington, Seattle, WA, USA, 1998. [Google Scholar]
- Mandal, S.; Hoskin, A.; Fam, A. Influence of concrete strength on confinement effectiveness of fiber-reinforced polymer circular jackets. ACI Struct. J.
**2005**, 102, 383–392. [Google Scholar] - Mander, J.B.; Priestley, J.N.; Park, R. Theoretical stress-strain model for confined concrete. ASCE J. Struct. Eng.
**1988**, 114, 1804–1826. [Google Scholar] [CrossRef] - Saatcioglu, M.; Razvi, S.R. Strength and ductility of confined concrete. ASCE J. Struct. Eng.
**1992**, 118, 1590–1607. [Google Scholar] - Saatcioglu, M.; Razvi, S.R. Displacement-based design of reinforced concrete columns for confinement. ACI Struct. J.
**2002**, 99, 3–11. [Google Scholar] - Goodman, R.E. Introduction to Rock Mechanics; John Wiley & Sons: Hoboken, NJ, USA, 1989. [Google Scholar]
- Candappa, D.C.; Sanjayan, J.G.; Setunge, S. Complete triaxial stress-strain curves of high-strength concrete. J. Mater. Civ. Eng.
**2001**, 13, 209–215. [Google Scholar] [CrossRef] - Dahl, K.K.B. A Failure Criterion for Normal and High Strength Concrete; Project 5, Rep. 5.6; American Concrete Institute: Farmington Hills, MI, USA, 1992. [Google Scholar]
- Thériault, M.; Neale, K.W. Design equations for axially loaded reinforced concrete columns strengthened with FRP wraps. Can. J. Civ. Eng.
**2000**, 27, 1011–1020. [Google Scholar] [CrossRef] - Lam, L.; Teng, J.G. Design-oriented stress-strain model for FRP-confined concrete. Constr. Build. Mater.
**2003**, 17, 471–489. [Google Scholar] [CrossRef] - Campione, G.; Miraglia, N. Strength and strain capacities of concrete compression members reinforced with FRP. Cem. Concr. Compos.
**2003**, 25, 31–41. [Google Scholar] [CrossRef] - Fahmy, M.F.M.; Wu, Z. Evaluating and proposing models of circular concrete columns confined with different FRP composites. J. Compos.
**2010**, 41, 199–213. [Google Scholar] - Li, G. Experimental study of FRP confined concrete cylinders. Eng. Struct.
**2006**, 28, 1001–1008. [Google Scholar] [CrossRef] - Teng, J.G.; Jiang, T.; Lam, L.; Luo, Y.Z. Refinement of a design-oriented stress-strain model for FRP-confined concrete. ASCE J. Compos. Constr.
**2009**, 13, 269–278. [Google Scholar] [CrossRef] - Xie, J.; Elwi, A.E.; MacGregor, J.G. Mechanical properties of three high-strength concretes containing silica fume. ACI Mater. J.
**1995**, 92, 135–145. [Google Scholar] - Attard, M.M.; Setunge, S. Stress-strain relationship of confined and unconfined concrete. ACI Mater. J.
**1996**, 93, 432–442. [Google Scholar] - Wu, Y.F.; Zhou, Y. Unified strength model based on Hoek-Brown failure criterion for circular and square concrete columns confined by FRP. ASCE J. Compos. Constr.
**2010**, 14, 175–184. [Google Scholar] [CrossRef] - Mohamed, H.; Masmoudi, R. Axial load capacity of concrete-filled FRP tube columns: Experimental versus predictions. ASCE J. Compos. Constr.
**2010**, 14, 231–243. [Google Scholar] [CrossRef]

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