- Article
- Open Access

# A State-of-the-Art Review on Debonding Failures of FRP Laminates Externally Adhered to Concrete

- Thomas H.-K. Kang
^{1}Email author, - Joe Howell
^{2}, - Sanghee Kim
^{1}and - Dong Joo Lee
^{1}

**6**:12

https://doi.org/10.1007/s40069-012-0012-1

© The Author(s) 2012

**Received:**5 April 2012**Accepted:**31 May 2012**Published:**1 July 2012

## Abstract

There is significant concern in the engineering community regarding the safety and effectiveness of fiber-reinforced polymer (FRP) strengthening of RC structures because of the potential for brittle debonding failures. In this paper, previous research programs conducted by other researchers were reviewed in terms of the debonding failure of FRP laminates externally attached to concrete. This review article also discusses the influences on bond strength and failure modes as well as the existing experimental research and developed equations. Based on the review, several important conclusions were re-emphasized, including the finding that the bond transfer strength is proportional to the concrete compressive strength; that there is a certain bond development length that has to be exceeded; and that thinner adhesive layers in fact lower the chances of a concrete-adhesive interface failure. It is also found that there exist uncertainty and inaccuracy in the available models when compared with the experimental data and inconsistency among the models. This demonstrates the need for continuing research and compilation of data on the topic of FRP’s bond strength.

## Keywords

- FRP
- interfacial bond
- bond strength
- debonding
- bond effective length
- concrete
- beam

## 1 Introduction

Much of the concrete infrastructure in the world is aging beyond fifty years, and many of these structures are showing significant deterioration and distress. The use of externally bonded fiber-reinforced polymers (FRP) is becoming a popular means of repair and rehabilitation to extend the service life of such structures. However, existing experimental research shows that the theoretical high ultimate capacity of FRP strengthened reinforced concrete (RC) beams often cannot be achieved because of FRP plate debonding or horizontal cracking and subsequent loss of concrete cover below the reinforcing steel. This significantly reduces the strength enhancement provided by the FRP and can create brittle failures. As a result, there is significant concern in the engineering community regarding the safety and effectiveness of externally bonded FRP strengthening of RC structures.

## 2 Previous Research on the Interface Bond of FRP Attached to Concrete

### 2.1 Research by Chajes et al. (1996)

Chajes et al. (1996) conducted single-lap shear tests to isolate and study the bond strength and force transfer properties of epoxy bonded composite plates, externally adhered to concrete. The effects of surface preparation, overall concrete strength, and adhesive type were all tested using a constant bond length. Varying bond lengths were then used to study the bond force transfer from plate to concrete. Chajes et al. (1996) contended that the bond between externally bonded fiber plates and the concrete is the single most critical aspect in strengthening concrete structures using such methods.

Initial assumptions and available research indicated the ideal epoxy needed to be stiff enough to transfer the shear force from the concrete to the composite plate while also being tough enough to prevent brittle failure induced by concrete cracking. Chajes et al. (1996) chose to evaluate four different adhesives with stiffnesses ranging from 238 to 5,250 MPa and failure strains from 0.4 to 60 % but with similar tensile strengths.

To evaluate the effect of surface preparation, the three procedures for surface preparation employed were: (a) none, (b) stone wheel grinding to a smooth finish, and (c) wire wheel abrading to slightly expose aggregate, while only one adhesive was used and the concrete mix was kept constant. All specimens were tested under continuously increasing load until failure. For all joints, excluding one adhesive type, failure occurred as a result of concrete shearing directly beneath the bonded surface. There was no debonding or failure through the adhesive. The remaining adhesive type experienced failure through the adhesive itself. The mechanically abraded surface resulted in the highest average failure stress followed by grinding and finally the as-cast preparation. Although the stresses were within 10 %, this test demonstrated the influence of surface preparation in strengthening concrete with externally bonded composites.

Concrete blocks were fabricated from the same concrete mix and prepared with mechanical abrasion to test the four adhesive types. The average shear stresses at failure for the three adhesives that exhibited the same failure mode were very similar. This indicates that the final strength of the joint is largely dependent on the concrete strength. The testing also showed that the use of a surface primer, as recommended by epoxy manufacturers, improves the bond by strengthening the concrete surface to be bonded. Since the failure mode of the plate-concrete joint involved shearing the concrete directly below the bond, it was concluded that the ultimate strength is dependent on the concrete strength directly adjacent to the bonded zone, which may not be indicative of the overall strength throughout the member. Variations in water-to-cement ratio and aggregate separation throughout the beam can cause inconsistencies in strength properties.

The strain distribution illustrated the rate at which the tensile load was transferred from the composite to the concrete. This transfer is essentially a shear flow and is thus a function of the mechanical properties (i.e., stiffnesses) of the adhesive, composite, and concrete. It was also found that for all bond lengths below failure load, and especially those below service loads, the force transfer can be approximated as uniform. For longer bond lengths, the strain distribution at failure indicates a progressive failure. The strain rate near the loading end tends to slow compared to the remainder of the bond length. This indicates that no load is being transferred to the concrete in that portion of the bond because the concrete has begun to fail.

- (1)
Surface preparation greatly influences the ultimate bond strength. The best bond is achieved by mechanically abrading or sandblasting the concrete surface and then applying an appropriate primer. Roughening and cleaning the composite plate also improves bonding.

- (2)
Off-the-shelf epoxies can effectively bond composites to concrete without being cost prohibitive. The use of more ductile adhesives leads to weaker bonds but larger failure strains.

- (3)
There are two main types of failure: shearing of the concrete below the bonded surface and failure of the adhesive-concrete interface.

- (4)
Since the dominant failure mode is shearing of the concrete beneath the bond, the ultimate strength is proportional to concrete compressive strength (\( f^{\prime }_{c} \)).

- (5)
The strain distribution in the composite decreases linearly along the bond length, indicating the force transfer is mostly uniform.

- (6)
There is a bond development length beyond which the load at failure cannot be increased.

Throughout their research, Chajes et al. (1996) used and/or developed several equations to describe the observed behavior. Typically, the ultimate shear stress in concrete at failure (*ν*_{
cu
}) was taken to be proportional to √\( f^{\prime }_{c} \). Chajes et al. (1996) found the best fit relation of (*ν*_{
cu
} = *k*√\( f^{\prime }_{c} \) MPa, where *k* = 0.925).

*τ*), the following equation was used:

*F*

_{1}and

*F*

_{2}are the forces in the composite material calculated from the elastic modulus and area of the composite at each strain gauge location. The

*w*term denotes the width of the composite and Δ

*L*is the length between the two gauges.

*R*(N/m) is:

*T*

_{ u }) of a joint with bond length

*L*

_{ b }can be approximated by:

### 2.2 Research by Arduini et al. (1997)

FRP repairs on existing structures have been shown to change the failure mode from ductile to brittle. Factors such as FRP thickness, bonded length, and the addition of shear reinforcement significantly change the crack distribution and the failure mechanisms. Research by Arduini et al. (1997) aimed at predicting the load–deflection behavior of conventionally reinforced concrete beams reinforced with externally bonded FRP using analytical modeling. Six small scale reinforced concrete test specimens were constructed: two beams were tested without any FRP reinforcement; Beams 3 and 4 had one layer of three parallel plates bonded to the beam soffit; Beams 5 and 6 had two layers of three longitudinal plates along the beam soffit; and Beam 6 also had the addition of a 1.5 mm thick and 100 mm wide steel plate wrapped around the end of the CFRP and epoxied to the beam in a U-shape to help anchorage. The mechanical properties of the constituent materials were either obtained experimentally or by assuming common values.

*τ*=

*F*sin(

*α*)/(

*b*×

*a*), where

*F*is the ultimate load,

*α*is the cut inclination, and

*b*and

*a*are the lengths of the adhesive surface (see Fig. 3). After using the data from the compression and shear to create the Mohr–Coulomb failure envelope, the ultimate shear strength (

*τ*

_{ u }) was found to be 5 MPa (0.73 ksi).

During the tensile and shear testing, the concrete failed first each time. This test was repeated in a similar method to test the bond properties between the adhesive and the CFRP plate. Testing concluded that the shear strength of the FRP-adhesive bond for the epoxy used was approximately three times stronger than the concrete-adhesive interface for concrete with a compressive strength of 33 MPa.

All the beams were tested under 4-point bending conditions, and all six showed initial linear elastic behavior followed by a first crack near mid-span. Afterward, the beams experienced a non-linear phase with the development of multiple flexural cracks and a considerable increase in the CFRP strain. The two unreinforced beams failed according to traditional under-reinforced beam design with concrete crushing well after bottom steel yielding. The two beams with 1 layer of CFRP failed in a brittle concrete cover separation mode. Shear cracks started at the ends of the plates and propagated through the concrete cover parallel to the longitudinal steel. Beam 5 showed considerably more stiffness in the cracked zone with its additional layer but failed at a lower load, again because of concrete cover separation initiating at the end of the CFRP plate. This problem was mitigated by the addition of the steel plate wrapped around the end of the CFRP plate and bonded to the beam.

In addition to testing, Arduini et al. (1997) examined the results of four reinforced concrete beams with nominal dimensions of 300 × 400 × 2,500 mm that were provided by other ongoing research. Beam 1 was left unreinforced while the remaining three beams were strengthened by unidirectional flexible wet-layup CFRP sheets applied to the beam soffits. Beam 2 had only one layer, while Beams 3 and 4 had three layers. Beam 4 also had the addition of a fourth ply wrapped around the beam in a U-shape and epoxied to the beam with the fibers oriented transversely. The plain reinforced concrete beam failed by concrete crushing after steel yielding just like the beam in the Arduini et al. (1997) tests. The second beam, with only one layer of reinforcement, experienced CFRP rupture at mid-span. Beam 3 experienced a concrete cover debonding failure that removed the concrete on the soffit at a load that was approximately 2.5 times higher than the plain section. The final beam reached the highest capacity, indicating the benefit of the transversely wrapped layer of CFRP.

Although the results provided by Arduini et al. (1997) confirmed the strengthening benefits provided by externally bonded FRPs, they also highlighted the existence of sudden brittle failure mechanisms that must be considered.

### 2.3 Research by Arduini and Nanni (1997)

Arduini and Nanni (1997) conducted a parametric study to investigate the effects of FRP strengthening on serviceability, strength, and failure mechanisms for FRP repaired RC beams. The available literature showed the failure mechanism can move from ductile to very brittle as externally bonded FRPs are added to flexural members. The four failure modes they identified were (1) FRP rupture when its strain exceeds ultimate in the maximum moment zone; (2) Concrete crushing; (3) FRP debonding at the concrete-adhesive interface initiated at a flexural crack; (4) Shear-tension failure of the concrete at the end of FRP plates resulting in separation of concrete cover from the bottom of the beam soffit.

Failures (1) and (2) are indicative of desirable structural performance and happen after large deflections. Types (3) and (4) are brittle and occur at loads much lower than anticipated using conventional design methods thus provide little advantage.

Arduini and Nanni (1997) divided the parameters that influence the behavior of FRP strengthened RC beams into two groups. The first group consisted of the geometry and properties of the existing member. Testing considered rectangular sections with (*h*/*b*) ratios of 0.5, 1, and 4. Compressive strengths of 20 and 30 MPa were chosen along with a steel reinforcement ratio (*ρ*) that was 37.5 % of the balanced reinforcement. The shear reinforcement ratio (*ρ*_{
v
}) was held constant at 0.003. The second group of parameters refers to the repair materials. The FRP thickness (*t*_{
p
}) varied from 0 to 2 mm, while the bonded length of the FRP-to-shear span ratio (*p*/*a*) varied from 0.60 to 0.95. Three FRP stiffnesses and corresponding ultimate strains and two adhesives with corresponding ultimate strains were also adopted. With regard to stiffening beams, the reduction of beam deflection under service loads is strongly influenced by the FRP thickness and its related stiffness. Other varying factors were insignificant for reducing the maximum deflection.

For strengthening beams, the outcome of interest was the ratio between ultimate loads of repaired beams compared to unreinforced beams. For the beams reinforced with the highest stiffness FRP, the ultimate strength ratio is strongly influenced by the [(*p*/*a*); bonded length to shear span] ratio. When this ratio was less than 0.65 there was practically no benefit to repairing the beam for strength. When the FRP was 0.1 mm thick the failure mode was always FRP rupture independent of the (*p*/*a*) ratio. With a thickness of 0.5 mm, rupture only occurred for the longest bonded length (*p*/*a* = 0.95). All other cases resulted in undesirable shear-tension failure mechanisms (concrete cover separation). This failure also indicates that it is no longer possible to increase the flexural capacity by increasing the amount of FRP. Even though the thickness of the epoxy was held constant in their tests, Arduini and Nanni (1997) noted that the vertical normal stress on the interface is directly proportional to the thickness of the adhesive; hence, thinner adhesive layers lower the chances of a concrete-adhesive interface failure.

The second part of the analysis focused on the properties of the existing RC beam. The variables included (*h*/*b*) ratios, shear span/effective depth (*a*/*d*) ratios, and concrete strength. The parameters that were maintained were the steel reinforcement ratio (*ρ*), the bonded length-to-shear span ratio (*p*/*a*), the FRP, and the adhesive. Their results indicated that deep beams with (*h*/*b*) ratios > 4 can hardly be stiffened, while sizable gains can be made in square beams and slabs. The best results came from square sections with an (*a*/*d*) ratio = 4.5.

In general, if a designer is only concerned with deflection reduction and the repaired member is not required to carry more load, then stiffening is always attainable (Arduini and Nanni 1997). For the same thickness, the higher the stiffness, the better the results. However, the failure mode of the repaired beam may become brittle depending on several factors and must be checked. If the designer wants to strengthen an existing member and improve its load carrying capacity at service, the success of such repairs and the selection of FRP stiffness, bonded length, and thickness are all limited by the shear strength of the existing member, the failure mode of the repaired beam, and the deflection under new service loads. For most cases, the bonded length of the FRP should be as long as possible to ensure the use of FRP strength and activate other failure mechanisms such as crushing or rupture. Adhesives with high ultimate elongation are beneficial for these cases.

### 2.4 Research by Bizindavyi and Neale (1999)

Bizindavyi and Neale (1999) designed and constructed a testing apparatus and procedure to investigate the interfacial behavior of numerous fiber and resin systems. Based on the test results and corresponding linear elastic analytical model, strain and shear stress distributions and theoretical development lengths were obtained.

The concrete blocks used were 150 × 150 × 400 mm with a mean *f*′_{
c
} = 42.5 MPa, *f*_{
ct
} = 3.5 MPa, and an *E* of 33.5 MPa, where *f*_{
ct
} is the splitting tensile strength and *E* is the modulus of elasticity. Both GFRP and CFRP were used in the tests and were prepared with resins as suggested by the manufacturers. The 25 mm wide composite laminates were bonded to sand blasted and cleaned concrete prisms using a uniform resin thickness of 1–1.2 mm and various bonded lengths. The specimens were subject to direct shear on the interface by pulling on the FRP strip while the concrete block was held in place with a bearing plate (single lap shear test). The two observed failures were FRP rupture and concrete shearing beneath the bond surface.

The strain distribution profiles show three distinct profile trends corresponding to different regions of the laminate based on level of loading. The first trend is an exponential decrease of strain moving away from the load during initial loading. This strain distribution trend continues until the load becomes large enough to initiate a crack in the concrete. Upon cracking, the distribution becomes bilinear decreasing toward the loaded end. There is steeper decrease in strain toward the loading end with a transition at the point where the strain went to zero in the initial strain trend. During the final stages of loading, the strain distribution becomes approximately linear.

Based on measured strain values, the average shear stress between two gauges and a shear stress distribution were calculated. At loads below cracking, the shear stress distribution mirrored the exponential decay of the strain. However, after cracking occurs near the loaded end, less shear is transferred there and the location of the maximum shear stress shifts toward the unloaded end. The shear force transfer curves also show that there is a load at which shear stress in a region closer to the loading abruptly peaks and then decreases while the shear stress in an adjacent region begins to increase. The decrease represents concrete cracking and the sudden buildup of stress in the next region shows that the load transfer has moved there. This progressive phenomenon occurred until total joint failure.

The load transfer process can be quantified by the strain distribution profiles. According to Bizindavyi and Neale (1999), the distance from the loaded end of the bonded zone to the point where exponential strain decay reaches zero defines the initial transfer length. This is a constant distance for all loads below cracking for a given FRP laminate. Transfer length beyond cracking is also defined as the distance from the edge of the bonded zone to the point where strain becomes zero. This is a function of the relative load. The relation between transfer length and relative load can be approximated as bilinear, with a constant value within service loads (below cracking), followed by a linear increase until failure occurs (Bizindavyi and Neale, 1999).

Bizindavyi and Neale (1999) proposed that the initial transfer length may also be estimated using mean bond strengths where the mean bond strength is defined as the maximum load divided by the bond area. Bizindavyi and Neale (1999) also developed an analytical model to determine the shear stress distribution on the composite-to-concrete bond. It is based on the shear lag theory and only valid in the elastic range. Thus, the analytical results are applicable only for loads less than the initial cracking load, which can be less than 50 % of the failure load. Its application for stiffer laminates, other materials, or field use has not been validated.

### 2.5 Research by Chen and Teng (2001)

In 2001, Chen and Teng (2001) conducted research to discover existing models for FRP strengthening of RC concrete. Some of the earliest, simplest, and thus most often referenced models were examined, including the model by Maeda et al. (1997).

Ratios of measured to predicted bond strengths.

Model source | FRP-to-concrete | Steel-to-concrete | Both FRP and steel-to-concrete | ||||||
---|---|---|---|---|---|---|---|---|---|

Avg. | SD | COV (%) | Avg. | SD | COV (%) | Avg. | SD | COV (%) | |

Hiroyuki and Wu (1997) | 2.87 | 0.95 | 33 | 3.85 | 1.18 | 31 | 3.24 | 1.09 | 34 |

Tanaka (1996) | 2.92 | 1.65 | 56 | 5.51 | 5.30 | 96 | 4.02 | 3.96 | 99 |

Van Gemert (1980) | 2.19 | 1.12 | 51 | 1.64 | 0.57 | 35 | 1.91 | 0.96 | 50 |

Chaallal et al. (1998) | 1.81 | 0.89 | 49 | 1.68 | 0.70 | 42 | 1.71 | 0.79 | 46 |

Khalifa et al. (1998) | 1.07 | 0.24 | 23 | 0.76 | 0.26 | 34 | 0.93 | 0.29 | 31 |

Neubauer and Rostasy (1997) | 0.82 | 0.15 | 18 | 0.65 | 0.09 | 13 | 0.74 | 0.15 | 20 |

1.05 | 0.18 | 17 | 0.94 | 0.11 | 12 | 1.00 | 0.16 | 16 |

Because of localized bond behavior, Chen and Teng (2001) contend that the assumption commonly made by previous researchers, that bond stress is uniform across a cross section of concrete as well as in the bonded FRP, is invalid. However, it was noted that the width ratio of the bonded plate to the concrete member (*b*_{
p
}/*b*_{
c
}), has a significant effect on bond strength. If the FRP plate is narrower than the concrete member, there is a non-uniform stress state at the concrete surface. This may result in higher shear stress in the adhesive at failure that can be attributed to the contribution of concrete outside the bond area.

### 2.6 Research by Harmon et al. (2003)

Harmon et al. (2003) noted that ACI 440’s guide for surface bonded FRP explicitly limits strain in the FRP to a value inversely proportional to the FRP’s stiffness. The guide does not consider resin properties, concrete strength, and the extent of the flexural cracking. These exclusions are evidence of the lack of a comprehensive bond behavior model. Harmon et al. (2003) developed and presented three models of FRP delamination: (1) ignoring concrete flexibility; (2) including concrete flexibility; and (3) for concrete cover separation. In particular, Harmon et al. (2003) proposed that concrete cover separation is due to the maximum shear stress in the bond layer being at the FRP termination point (stress concentration point). The bond stress is due to the force that develops in the FRP as a result of the moment near the termination point. This moment causes an effective strain *ε*_{
e
} in the concrete. The amount of strain will depend on the magnitude of the moment and whether or not the section is cracked based on critical bending moment.

Two fiber systems were selected. The first was a dry sheet with unidirectional fibers with equivalent thickness of 0.165 mm; the sheet was bonded to the concrete substrate via partially cured putty with saturant. The fiber modulus was 227.5 GPa and a single fiber had the strength of 3.8 GPa. The second fiber system was a cured laminate with unidirectional fibers. It had a thickness of 0.635 mm and a modulus of 124.1 GPa. Two bond adhesives with different stiffnesses were also considered with layer 1 having a shear modulus of 69 MPa and layer 2’s being 6.9 MPa. The beam dimensions were 228.6 mm deep × 152.3 mm wide and spanned 2133.6 mm. The steel reinforcement consisted of two longitudinal #4 bars, un-deformed closed #2 bar stirrups at a spacing *s* = 101.6 mm, and had *d* = 203.2 mm. The beams were outfitted with one or two layers of CFRP that had different termination points. Beam 1 was a control beam. Beams 2 and 3 had one layer of CFRP, while Beams 4 and 5 had two layers of CFRP with staggered termination points. Beam 2 had a thin stiff resin layer, Beam 3 had a thicker flexible bond layer, Beam 4 had a thick flexible inner layer with a thin stiff outside layer, and Beam 5 had two thick flexible layers of CFRP.

Beam 1 failed in a ductile manner due to steel yielding. Beam 2, with calculated *L*_{
e
} = 5.3 mm and equal bonded length, failed due to CFRP delamination at crack A (see Fig. 4) with no increase in strength. The third beam (3) had a calculated *L*_{
e
} = 107.7 mm and equal bonded length, and had a 38 % increase in strength before CFRP rupture caused failure. However, Harmon et al. (2003) suggest that because the experimental force *T*_{
e
} was close to the maximum allowable, *T*_{
a
}, the beam would likely have failed due to delamination at crack A had the CFRP been stronger. Concrete cover delamination was not likely since the computed bond stress was only about half of the maximum allowable. Beam 4 failed due to delamination of the outer CFRP at the termination point (crack B; see Fig. 4). Also, because the calculated experimental value of the max bond stress corresponding to crack D (see Fig. 4) was greater than the allowable value, a concrete cover delamination failure was also eminent, but did not occur. Beam 5 was identical to Beam 4 except that it had a thicker, more flexible outer bond layer. The beam failed in concrete cover delamination as was expected by the bond stress exceeding the allowance. Harmon et al. (2003) attributed the lower failure load to the random nature of concrete. Overall, Harmon et al. (2003) suggest that the phenomenon of measured stress exceeding the allowable stress in the proposed equations shows some inherent conservatism.

- (1)
The bond layer’s thickness and shear modulus are critical in bond performance. Controlling the thickness is important to prevent premature failure.

- (2)
The effective length is a quantity proportional to the length of the bond transfer zone. It is the length needed to develop peeling strength if the shear stress is uniformly distributed;

- (3)
The bond transfer strength is limited by the concrete and is proportional to √\( f^{\prime }_{c} \).

- (4)
Stiff bond layers are not ideal for beam tests, as predicted by the results of the bond characterization tests and delamination theory.

- (5)
Additional testing is needed to determine accurate reduction factors.

### 2.7 Research by Smith and Teng (2002)

In 2002, Smith and Teng (2002) conducted a review of existing FRP plate debonding strength models. The research was explicitly concerned with FRP plating of beam soffits under simply supported conditions for simplicity and homogeneous description. However, the conclusions are applicable for any tension face beam plating. Research up until 2002 identified six main failure modes. Smith and Teng (2002) termed these: (a) flexural failure due to FRP rupture; (b) flexural failure due to concrete crushing; (c) shear failure; (d) concrete cover separation; (e) plate end interfacial debonding; and (f) intermediate crack induced interfacial debonding. The first three are not unlike failures in conventional RC beams, but the second three are unique to beams with a bonded soffit plate. These are widely referred to as premature debonding failures.

The three modes unique to beams strengthened with soffit bonded plates can be broadly classified as those that start at the plate end and propagate toward mid-span, and those that start at an intermediate crack and propagate toward the plate end. Plate end initiated debonding is the far more common failure mode reported, and the research by Smith and Teng (2002) focused on strength models for this failure mode. In plate end debonding failures, separation of the concrete cover, not interfacial debonding, has been more frequently reported. Here, failure initiates at a crack near the end of the FRP plate due to high stresses caused by the abrupt termination of the plate. This crack then progresses up to the level of internal reinforcement and then propagates horizontally resulting in separation of concrete cover. Plate end interfacial debonding is initiated by high interfacial shear stresses that exceed the weakest constituent material’s strength (usually concrete). Thus, upon debonding, a thin layer of concrete usually remains attached to the FRP sheet.

### 2.8 Research by Yao et al. (2005)

The lack of a standard test procedure to determine the FRP-to-concrete bond strength leaves prediction of debonding failures unclear and subject to limited research data. Yao et al. (2005) adopted the near end supported single shear test to evaluate bond strength. Test variables included bonded length, width ratio between the FRP strip and concrete prism, height of concrete free edge, and offset in load position (load angle). Load angle is known to affect stress distribution but its effect on ultimate load is unknown. The load angle applies to the opening of cracks where there exists a relative vertical displacement between the two sides. The maximum angles tested were ± 1.7º. Tensile strengths of the FRPs were determined in accordance with ASTM standards based on nominal thickness before epoxy impregnation. Yao et al. (2005) used Chen and Teng’s strength model from 2001 to analyze their test data. This model is developed from a fracture mechanics solution with coefficients regressed from earlier testing and is one of the most commonly used and referenced models. About 75 % of the specimens failed due to concrete failure 1–5 mm below the epoxy-concrete interface. Visible cracking started at the loading-end initiated debonding which propagated towards the far end until complete debonding occurred. The failure surface was jagged and uneven with aggregate clearly showing. Yao et al. (2005) attributed the remainder of the failures to be due to poor surface preparation and a result of the test setup. Yao et al.’s (2005) experimental results support Chen and Teng’s bond strength model based on the single shear tests performed.

Yao et al. (2005) found that both positive and negative loading offset have a significant impact on the bond strength when the bonded length is small (*L* < 95 mm). Loading angle became insignificant for long bonded length. As debonding progresses the angle becomes smaller and thus has less effect. For negative loading angles, this angle is essentially negated because the FRP stays in contact with the concrete even after debonding starts near the loading end. Additionally, negative loading angles result in compressive normal forces that produce friction to help resist the load. Because of the results of the positive loading angle tests, the researchers point to the benefits of sufficiently long bonded lengths for minimizing the effect of relative vertical displacement over a crack.

## 3 Bond-Related Analytical Models

Effective bond length specified by various FRP guides.

Code | Years | Equation | Reference (Origin) |
---|---|---|---|

ACI 440.2R-08 (USA) | 2008 | \( L_{e} = \frac{23300}{{(nE_{f} t_{f} )^{0.58} }} \) | Maeda et al. (1997); \( L_{e} = e^{{6.134 - 0.58\ln (E_{f} t_{f} )}} \) |

ISIS CSA S806-02 (Canada) | 2002 | \( L_{e} = \frac{25350}{{(E_{f} t_{f} )^{0.58} }} \) | Maeda et al. (1997); \( L_{e} = e^{{6.134 - 0.58\ln (E_{f} t_{f} )}} \) |

FIB B14—Appendix A1 (Europe) | 2001 | \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{c_{2} f_{ctm} }}}_{{}} ,c_{2} = 2 \) | Neubauer and Rostasy (1997); \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{2f_{ctm} }}}_{{}} \) |

FIB B14—Appendix A2 (Europe) | 2001 | \( L_{e} = c_{2} \sqrt {\frac{{E_{f} t_{f} }}{{f_{ctm} }}}_{{}} ,c_{2} = 1.44 \) | Neubauer and Rostasy (1997); \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{2f_{ctm} }}}_{{}} \) |

CS TR55 (UK) | 2004 | \( L_{e} = 0.7\sqrt {\frac{{E_{f} t_{f} }}{{f_{ctm} }}}_{{}} \) | Neubauer and Rostasy (1997); \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{2f_{ctm} }}}_{{}} \) |

CNR-DT 200/04 (Italy) | 2005 | \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{2f_{ctm} }}}_{{}} \) | FIB-B14 Apx-A1; \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{c_{2} f_{ctm} }}}_{{}} c_{2} = 2 \) |

Eurocode 8-3 (Europe) | 2004 | \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{4f_{ctm} }}}_{{}} \) | – |

CIDAR (Australia) | 2006 | \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{\sqrt {f_{c}^{\prime } } }}} \) | Chen and Teng (2001); \( L_{e} = \sqrt {\frac{{E_{f} t_{f} }}{{\sqrt {f_{c}^{\prime } } }}} \) |

– | 2009 | \( L_{e} = 0.012t_{f} \left( {\frac{{E_{f} }}{{\sqrt {f_{c}^{\prime } } }}} \right) \) | Ben Ouezdou et al. (2009); \( L_{e} = 0.012t_{f} \left( {\frac{{E_{f} }}{{\sqrt {f_{c}^{\prime } } }}} \right) \) |

– | 2009 | \( L_{e} = \frac{{\varepsilon_{f} E_{f} t_{f} }}{{k\sqrt {f_{c}^{\prime } } }} \) | Bakay et al. (2009); \( L_{e} = \frac{{\varepsilon_{f} E_{f} t_{f} }}{{k\sqrt {f_{c}^{\prime } } }} \) |

Bond strength models.

Model author(s)/source | Model |
---|---|

Hiroyuki and Wu (1997) | \( \tau_{u} = 0.27L^{ - 0.669} \quad P_{u} = \tau_{u} Lb_{p} \) |

\( \tau_{u} = 6.13 - \ln (L)\quad P_{u} = \tau_{u} Lb_{p} \) | |

Maeda et al. (1997) | \( \tau_{u} = (110.2 \times 10^{ - 6} )E_{f} t \) |

\( P_{u} = \tau_{u} L_{e} b_{p} \quad L_{e} = e^{{6.134 - 0.58\ln (E_{f} t_{f} )}} \) | |

Khalifa et al. (1998) | \( \tau_{u} = (110.2 \times 10^{ - 6} )(f_{c}^{\prime } /42)E_{f} t \) |

\( P_{u} = \tau_{u} L_{e} b_{p} \quad L_{e} = e^{{6.134 - 0.58\ln (E_{f} t_{f} )}} \) | |

\( \tau_{u} = 2.68 \times 10^{ - 5} (f_{c}^{\prime } )^{0.2} E_{f} t_{f} \) | |

\( P_{u} = \tau_{u} L_{e} (b_{p} + 7.4) \) | |

\( L_{e} = 1.89(E_{f} t_{f} )^{0.4} \quad {\text{if }}L > L_{e} :L = L_{e} \) | |

Iso’s Model; JCI (2003) | \( \tau_{u} = 0.93(f_{c}^{\prime } )^{0.44} E_{f} t_{f} \quad P_{u} = \tau_{u} L_{e} b_{p} s \) |

\( L_{e} = 1.25(E_{f} t_{f} )0.57\quad {\text{if }}L > L_{e} :L = L_{e} \) | |

Yang et al. (2007) | \( P_{u} = \left( {0.5 + 0.08\sqrt {0.01E_{f} t_{f} /f_{t} } } \right)^{{}} b_{p} L_{e} \tau_{u} \) |

\( L_{e} = 100{\text{ mm}}\quad \tau_{u} = 0.5f_{t} \) | |

Chen and Teng (2001) | \( P_{u} = 0.427\beta_{p} \beta_{L} \sqrt {f_{c}^{\prime } } L_{e} \quad L_{e} = \sqrt {\frac{{E_{p} t_{p} }}{{\sqrt {f_{c}^{\prime } } }}} \) |

\( \beta_{p} = \left[ {\frac{{2 - (b_{p} /b_{c} )}}{{1 + (b_{p} /b_{c} )}}} \right]^{0.5} \quad \beta_{L} = \left\{ {\begin{array}{*{20}c} 1 & {L \ge L_{e} } \\ {\sin \left( {\frac{\pi L}{{2L_{e} }}} \right)} & {L < L_{e} } \\ \end{array} } \right\} \) | |

Täljsten (1994) | \( P_{u} = b_{p} \sqrt {\frac{{2G_{f} E_{f} t_{f} }}{{1 + (E_{f} t_{f} /E_{c} t_{c} )}}} \) |

Yuan and Wu (1999) | \( P_{u} = b_{p} \sqrt {\frac{{2G_{f} E_{f} t_{f} }}{{1 + (E_{f} t_{f} b_{f} /E_{c} t_{c} b_{c} )}}} \) |

Kanakubo (2003) | \( P_{u} = 1.1f_{c}^{\prime 0.2} b_{f} L_{e} \quad (L_{b} > L_{e} ) \) |

\( L_{e} = 0.7\sqrt {\frac{{E_{f} t_{f} }}{{f_{c}^{\prime 0.2} }}} \) |

Many models have been proposed to quantify the bond strength between FRP laminates and concrete (Table 3). The majority of these are based on empirical relations calibrated with empirical data while others were fracture mechanics theories with empirically calibrated parameters. For all cases the stress state simulates a single lap pull-off test on a FRP specimen.

*τ*

_{ f }and Δ

_{ f }are the local bond strength and maximum slip of the bonded FRP laminate between the two cracks, respectively;

*E*

_{ f }and

*E*

_{ c }are the Young’s moduli of the FRP laminate and concrete, respectively;

*b*

_{ f }and

*t*

_{ f }are the width and thickness of the FRP laminate, respectively;

*b*

_{ p }and

*L*are the width and length of the bond area, respectively;

*β*is the ratio of forces at the two cracks’ locations;

*b*

_{ c }and

*t*

_{ c }are the width and thickness of the concrete member, respectively; and

*G*

_{ f }is the fracture energy defined as the energy under the bond stress-slip curve.

*ε*

_{ fd }is the debonding strain of externally bonded FRP;

*n*is the number of layers of FRP laminate; \( f^{\prime }_{c} \) is the concrete compressive strength; and

*ε*

_{ fu }is the ultimate rupture strain of externally bonded FRP.

El-Mihilmy and Tedesco (2001) conducted a survey of published results for FRP strengthened beams that failed due to concrete cover separation. They included test data from nine sources encompassing twenty-six uncracked RC beams with a wide range of geometries and constituent reinforcing material properties subject to four point bending tests. El-Mihilmy and Tedesco (2001) used analytical models available to predict bond anchorage failure and compared the predictions to the observed failure loads to see how well the models performed. The comparisons demonstrated the need for continuing research and compilation of data on the topic of FRP’s bond strength.

## 4 Conclusions

- (1)
Since the failure mode of the FRP-concrete interface involves shearing the concrete directly below the bond, the ultimate strength or bond transfer strength is proportional to \( f^{\prime }_{c} \) or \( \sqrt{f^{\prime }_{c} }\).

- (2)
Surface preparation greatly influences the ultimate bond strength. Roughening and cleaning the composite plate also improves bonding.

- (3)
The use of more ductile adhesives leads to weaker bonds but larger failure strains.

- (4)
The strain distribution in the composite decreases linearly along the bond length, only near the ultimate stage, indicating the force transfer is mostly uniform along the length.

- (5)
If the FRP plate is narrower than the concrete member, there is a non-uniform stress state at the concrete surface, which may result in higher shear stress in the adhesive at failure that can be attributed to the contribution of concrete outside the bond area.

- (6)
There is a bond development length beyond which the load at failure cannot be increased; however, it is recommended that the bonded length of the FRP be as long as possible, along with the use of adhesives with high ultimate elongation, to promote the use of FRP strength and activate other failure mechanisms such as crushing or rupture.

- (7)
The reduction of beam deflection under service loads is strongly influenced by the FRP thickness and its related stiffness. Other varying factors were insignificant for reducing the maximum deflection.

- (8)
The thinner adhesive layers lower the chances of a concrete-adhesive interface failure; thus, stiff bond layers are not ideal.

- (9)
It is expected that debonding of the FRP would be delayed or prevented by adding transverse straps (Fig. 6). The transverse straps placed close to the high moment region within the shear span would be more effective than those near the end of the span.

Based on the review of previously developed models, the inconsistency, uncertainty and inaccuracy of some of the available models exist in the prediction of effective bond length and maximum load capacity of RC beams strengthened with FRP. The behavior of FRP-rehabilitated reinforced concrete structures is still a developing technology that has yet to be accurately and conveniently modeled in most situations. One of the areas lacking an overall understanding is the interface and bond between the FRP laminates and the concrete substrate. The lack of understanding on the bond and subsequent composite action between the FRP and the concrete has led to many premature failures of FRP-strengthened concrete members. It is important for research to continue in order to grow the database from which results may be drawn. Continued research with cooperation between different researchers and agencies worldwide is also important for developing accurate, reliable, and straight forward design models.

## Declarations

### Acknowledgments

The work presented in this paper was supported by the National Research Foundation of Korea (NRF) grant funded by the Korea government (MEST) (No. 2012005905). The views expressed are those of the authors, and do not necessarily represent those of the sponsor.

## Authors’ Affiliations

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