# Compressive Behaviour of RC Column with Fibre Reinforced Concrete Confined by CFRP Strips

Authors: A. M. Vasumathi; K. Rajkumar; G. Ganesh Prabhu
Journal: Advances in Materials Science and Engineering
 (2014)

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## Abstract

The structural application of synthetic fibre reinforced concrete (FRC) has become widespread in the construction industry in order to satisfy the requirement of the earthquake resistant structures. Research conducted so far are focused on the structural behaviour of RC column externally confined with FRP composites, while studies are needed to address the behaviour of FRP strengthened RC column fabricated using fibre reinforced concrete. With the intention that the experimental investigation was carried out to evaluate the feasibility use of CFRP composite strips in strengthening of RC column made with fibre reinforced concrete. Circular synthetic Polypropylene fibre was used in the rate of 0.50%  in the volume of concrete. CFRP strips having a width of 50 mm were used to confine the column and the experimental parameters were effective spacing between the CFRP strips (20 mm and 30 mm) and the number of CFRP layers (one, two and three). The externally bonded CFRP strips counteract the lateral expansion of the concrete significantly by providing restraining effect and thus effect enhanced the stiffness of the column. The column strengthened with CFRP strips showed a maximum of 198.87% and 91.75% enhancement in axial deformation control and ultimate strength, respectively, compared to that of reference column. From the test results obtained, it is suggested that CFRP strips with the spacing of 20 mm and 30 mm can be used in strengthening of RC column made with FRC; however the column confined with 30 mm spacing provides an economical advantage compared to that of 20 mm spacing.


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## Body

## 1. Introduction

Concrete is the widely used construction material throughout the world; however it completely losses the load carrying capacity, once the cracks/failure are initiated. In order to overcome these issues, inclusion of short fibers in concrete has been practiced and studied by various researchers [1–8]. The randomly oriented short fibres control the propagation of microcrack and improve the overall crack resistance of the concrete. In addition, the fibre reinforced concrete (FRC) behaves like a composite material and this behaviour is significantly different from the conventional concrete. Two kinds of fibres such as steel fibre and polypropylene fiber (PP fibre) are widely used in the construction industry due to the improved influence on the spalling behaviour of concrete. The research was performed on different types of FRC [1–17] and showed that the FRC has good mechanical properties such as compressive, tensile, and bending properties. Past few decades, FRC has been widely applied in different structural and nonstructural applications, including a column in tall structures, bridge piers, tunnels, and industrial floors and slabs, and where the toughness and crack strength is a major concern. However, in recent years, FRC structures have not been able to meet the current design standards due to the inadequate design and/or poor construction quality and also ageing of structures that is often reported. In addition, corrosion of steel exerts substantial tensile forces on the surrounding concrete and causes it to crack and spall off. Hence, these structures require armor to support the designed load, or even require renovation to resist possible higher loading. Over the past several decades, external strengthening using steel plates has been widely applied to improve the strength capacity of the RC column and, in addition, the effectiveness of this technique has been demonstrated through various strengthening applications. Even though the technique was successful in practice, it created some problems, including the addition of weight, corrosion of the steel plate, the need for skilled labour, and higher costs. In addition the research outcomes revealed that the bonding of linear steel jackets were ineffective in providing confinement pressure. In contrast, use of fibre reinforced polymer (FRP) composites for rehabilitation does not have any of these drawbacks and, moreover, can enable the upgrading of deteriorated members without significantly altering the appearance of the members. In addition, FRP composites are lightweight, durable, and resistant to corrosion and have high tensile strength, stiffness, and fatigue strength. Over the past several decades, extensive researches have been conducted on retrofitting/strengthening of RC structures using various FRP composites. Demers and Neale [18] performed an experimental investigation to evaluate the confinement effect of CFRP sheets on the behaviour of circular RC column. The test results of sixteen columns revealed that the FRP confinement considerably enhances the structural performance of the concrete columns, especially with regard to ductility. The test results of FRP strengthened RC circular columns under axial and/or eccentric loadings can be found in Seible et al. [19], Xiao and Ma [20], Mirmiran and Shahawy [21], Toutanji and Balaguru [22], and Teng and Lam [23]. The investigation conducted by Yaqub and Bailey [24] demonstrated that the load-carrying capacity of postheated columns can be restored up to the original level or greater than those of unheated columns. Punurai et al. [25] found that the lateral deflection of the RC slender columns subjected to combined axial load and biaxial bending can be reduced using CFRP composites, oriented in the longitudinal direction. In another study Siddiqui et al. [26] found that the externally bonded CFRP hoop wraps provide confinement to concrete and lateral support to the longitudinal fibers and thus increase the strength of the slender RC columns. Vincent and Ozbakkaloglu [27] studied the effect of fiber angle and specimen end condition on the axial compressive behavior of fiber reinforced polymer (FRP) confined concrete and the results revealed that the specimen performance is optimized when fibers are aligned in the hoop direction and the performance diminishes with decreasing fiber angle. In another study Vincent and Ozbakkaloglu [28] evaluated the influence of concrete compressive strength and confinement method on confined high and ultrahigh-strength concrete (HSC and UHSC) specimens. The test results indicated that the FRP confined HSC and UHSC exhibit highly ductile behavior; however, for the same normalized confinement pressures, axial performance of FRP confined concrete reduces as concrete strength increases. Wu et al. [29], Kusumawardaningsih and Hadi [30], Ozbakkaloglu and Lim [31], and Pham et al. [32] proposed a design method to evaluate the axial load strength of rectangular and square reinforced compression members confined with CFRP/GFRP jackets. Recently few researchers have performed a research on analytical and numerical modelling of FRP strengthened RC structures subjected to various loading [33–35].The studies available so far are concerned with the behaviour of conventional RC column confined with various types of FRP composites and the results revealed that the FRP composites can be used to enhance the strength and stiffness of the structures. However, over the past few decades, the fabrication of structural components using FRC has become widespread. But, no experimental studies are available yet to demonstrate the influence of FRP composites in strengthening of RC column fabricated using fibre reinforced concrete (FRC). Therefore, studies are needed to address the behaviour of FRP strengthened RC column made with FRC. In order to address these issues, the investigation was carried out to evaluate the feasibility use of CFRP composite strips in strengthening of RC column fabricated using FRC. PP fibre was added in concrete in the range of 0.50% in volume of concrete, which was obtained from the test results. Totally, seven circular columns were fabricated using FRC. Among the seven columns, six columns were externally strengthened by CFRP composite strips having a constant width of 50 mm with two different parameters comprising spacing between the CFRP strips (20 mm and 30 mm) and number of CFRP layers (one, two, and three layers). All the columns were tested under axial compression until failure. The failure modes, axial stress-strain behaviour, ductility index, and ultimate strength of the strengthened FRC columns were discussed in a detailed manner.


## 2. Material Properties

### 2.1. Cement and Aggregates

Locally available ordinary/commercial Portland cement was used as a binding material in this study. According to IS 8112:2013 [36], the specific gravity of the cement was tested and the value obtained was about 3.13. Natural river sand passing through 4.75 mm was used as fine aggregate and crushed blue metal about 10 mm size was used as a coarse aggregate. The sieve analysis of both fine and coarse aggregates was carried out according to IS 2386(1):1963 [37] and the specific gravity [38] of the sand and the coarse aggregate was about 2.48 and 2.67, respectively.


### 2.2. Steel Reinforcement

The commercial high yield strength deformed (HYSD) bars having a yield strength of 415 N/mm2 was used as reinforcement. Six numbers of 8 mm diameter bars were used as a vertical/main reinforcement and the rings/stirrups were fabricated using 6 mm diameter bar.


### 2.3. CFRP Fabrics

A unidirectional carbon fibre called Sikawrap-230 C, which is fabricated by SIKA India Inc., was used in this study to strengthen the column. Carbon fibre was selected for its superior mechanical and durability properties. The stiffness and tensile strengths of the fibre were 230 kN/mm2 and 4300 N/mm2, respectively provided by the manufacturer. The thickness of fibre was 0.131 mm. It is a fabric type of fibre and can be tailored into any desired shape.


### 2.4. Matrix Material

An epoxy impregnation resin, called Sikadur—330 supplied by SIKA India Inc., was used in this study to make the effective bond between concrete and CFRP. It is a two-part system that includes resin and hardener, and the mixing ratio was 100 : 25 (B : H).


### 2.5. Polypropylene Fibre

Circular polypropylene fibre having a diameter and the length of 25μm and 40 mm was used in this study. The specific gravity of the fibre was about 0.98 g/cm3 and the torsional resistibility was about 380 N/mm2.


### 2.6. Concrete

According to IS 10262:2009 [39], concrete mix proportions were designed to achieve the strength of 25 N/mm2 (M25). The mix proportion of the concrete was 1 : 1.6 : 2.9 (cement : fine aggregate : coarse aggregate). A constant water to cement ratio (W/C) was followed for all mixtures, and the value was about 0.40. A test was performed to determine the 28 days’ compressive strength using 150 mm × 150 mm × 150 mm cubes. The average strength of the concrete obtained was about 36.5 N/mm2.


## 2.1. Cement and Aggregates

Locally available ordinary/commercial Portland cement was used as a binding material in this study. According to IS 8112:2013 [36], the specific gravity of the cement was tested and the value obtained was about 3.13. Natural river sand passing through 4.75 mm was used as fine aggregate and crushed blue metal about 10 mm size was used as a coarse aggregate. The sieve analysis of both fine and coarse aggregates was carried out according to IS 2386(1):1963 [37] and the specific gravity [38] of the sand and the coarse aggregate was about 2.48 and 2.67, respectively.


## 2.2. Steel Reinforcement

The commercial high yield strength deformed (HYSD) bars having a yield strength of 415 N/mm2 was used as reinforcement. Six numbers of 8 mm diameter bars were used as a vertical/main reinforcement and the rings/stirrups were fabricated using 6 mm diameter bar.


## 2.3. CFRP Fabrics

A unidirectional carbon fibre called Sikawrap-230 C, which is fabricated by SIKA India Inc., was used in this study to strengthen the column. Carbon fibre was selected for its superior mechanical and durability properties. The stiffness and tensile strengths of the fibre were 230 kN/mm2 and 4300 N/mm2, respectively provided by the manufacturer. The thickness of fibre was 0.131 mm. It is a fabric type of fibre and can be tailored into any desired shape.


## 2.4. Matrix Material

An epoxy impregnation resin, called Sikadur—330 supplied by SIKA India Inc., was used in this study to make the effective bond between concrete and CFRP. It is a two-part system that includes resin and hardener, and the mixing ratio was 100 : 25 (B : H).


## 2.5. Polypropylene Fibre

Circular polypropylene fibre having a diameter and the length of 25μm and 40 mm was used in this study. The specific gravity of the fibre was about 0.98 g/cm3 and the torsional resistibility was about 380 N/mm2.


## 2.6. Concrete

According to IS 10262:2009 [39], concrete mix proportions were designed to achieve the strength of 25 N/mm2 (M25). The mix proportion of the concrete was 1 : 1.6 : 2.9 (cement : fine aggregate : coarse aggregate). A constant water to cement ratio (W/C) was followed for all mixtures, and the value was about 0.40. A test was performed to determine the 28 days’ compressive strength using 150 mm × 150 mm × 150 mm cubes. The average strength of the concrete obtained was about 36.5 N/mm2.


## 3. Specimen Fabrication

A total of seven columns were fabricated with FRC and the concrete mixtures were prepared with the inclusion of PP fibre in the rate of 0.50% in volume of concrete. Among the seven columns, six columns were confined by 50 mm CFRP strips having the spacing of 20 mm and 30 mm with one, two, and three layers and the remaining one was reference column. Steel mould having a size of 125 mm diameter and 800 mm height was fabricated and the inside portion of the mould was thoroughly coated with oil to obtain a smooth surface. For all mixtures, cement, aggregates, and PP fibre were weighed in dry state and mixed together in 30 litre Omni Mixer in dry condition to enhance the dissipation action of PP. Then later, water was added in the dry mixture and the mixture was mixed together for 180 seconds. Steel reinforcement was prepared and then placed in the mould, with required cover. After that the mould was filled with concrete layer by layer and each layer of the concrete was effectively compacted by the needle vibrator. After 24 hours, the moulds were removed and the columns were allowed to membrane curing for 28 days. After curing, all the columns were subjected to sand blasting using coarse sand to roughen the surface. Before the columns were strengthened with FRP composites, acetone was used to clean the surface to remove the contaminated materials. Finally, the members were strengthened with CFRP composite strips with two different wrapping schemes, and the different spacings are shown in Figure1. During wrapping, a steel roller was used in the direction of the fibre to remove the air gaps and excessive resin is shown in Figure 2.Figure 1
CFRP wrapping scheme.Bonding procedure: (a) bonding of CFRP strips and (b) removing the air gaps and excessive resin using steel roller.
(a)
(b)


## 4. Experimental Setup

All the columns were tested under axial in compression testing machine having a capacity of 2000 kN. The column member was placed on the supports, and care was taken to ensure that its centerline was exactly in line with the axis of the machine. The columns were instrumented to measure the axial deformation using a linear voltage displacement transducer (LVDTs), and 2000 kN load cell was used to monitor the load. Both load cell and LVDTs were connected to the 16-Channel Data Acquisition System to store the data. The load was applied to the columns using an electronic jack and they were tested to failure. The experimental observation recorded the nature of the failure, axial deformation, and ultimate load.


## 5. Description of Mixtures

To identify the specimens easily, the columns were designated with names such as FRC-CC, FRC-20-1, FRC-20-2, FRC-20-3, FRC-30-1, FRC-30-2, and FRC-30-3. For example, the name of specimen FRC-30-2 specifies that the FRC column was strengthened by two (2) layers of 50 mm width CFRP strip with the spacing of 30 mm. The control column is specified as FRC-CC.


## 6. Results and Discussions

### 6.1. Failure Modes

In the case of control column (FRC-CC), initially there was no cracking sound of concrete observed; in addition, the applied load was directly proportional to the deformation of the column. Loading further, cracks in concrete appeared at the supports of the column; in addition, the deformation of the column was increased with the constant load. Finally, the columns failed due to the shear and splitting failure of concrete observed on all four sides which occurred at the bottom of the column as shown in Figure3. The inclusion of fibre prevented the spalling of the concrete; in addition, significant deformability was observed. In the case of column confined by 20 mm spacing of CFRP strips with one, two, and three layers (FRC-20-1, FRC-20-2 and FRC-20-3) initially cracking sound was observed due to the crushing of resin; in addition, at the respective ultimate load of the control column, there were no cracks observed in the un-bonded concrete surface. The cracking sound of resin demonstrated that the CFRP strips restraint the poison’s effect of the concrete by providing confining pressure. Loading further, all the columns failed due to the rupture of fibre followed by crushing of concrete as shown in Figure 4. This is a result of the fact that when the uniform pressure was applied on the top of the surface of the column, concrete expanded laterally; meanwhile CFRP layers in the outer limits provide restraining effect against the lateral deformation and they are subjected to tension in the hoop direction. When the CFRP reached its ultimate strain, rupture of CFRP occurred, followed by the crushing of concrete. When increasing the spacing of CFRP strips from 20 mm to 30 mm, the columns strengthened by one and two layers of CFRP failed through rupture of fibre followed by crushing of concrete as shown in Figure 4. However, in the case of column strengthened with three layers of CFRP failed through crushing of concrete alone without any rupture of fibre observed in the unbonded area as shown in Figure 9. The failure mode is attributed to the debonding between the concrete and CFRP strips and may be due to the presence of air gaps and excessive resin. In all the columns except FRC-30-3, sudden drop off in load was observed at the peak stage due to the absence of confining pressure provided by the CFRP because of fibre rupture. In addition, it has been noted that no debonding of fibre was observed before ultimate load, and thus it was confirmed that there was a perfect bond between the concrete and CFRP.Figure 3
Failure mode of control column made with FRC concrete.Failure mode of all strengthened columns (a) FRC-20-1, (b) FRC-20-2, (c) FRC-20-3, (d) FRC-30-1, (e) FRC-30-2, and (f) FRC-30-3.
(a)
(b)
(c)
(d)
(e)
(f)


### 6.2. Axial Stress-Strain Behaviour

The percentage of enhancement in the restraining effect against axial deformation is compared to the reference column and is summarized in Table1. Figure 5 shows the stress-strain behaviour of all the columns. This research is aimed to evaluate the feasibility use of CFRP composite strips in the strengthening of FRC column members. As expected, the externally bonded CFRP composite strips effectively delayed the axial deformation of the column in both spacings by providing restraining effect and enhancing the buckling stress of the column. However, due to the immediate absence of the confining pressure provided by the CFRP, sudden fall in the curve was observed at the peak stage loading in all columns as shown in Figure 5. From Figure 5, it can be understood that, initially, the external bonding of CFRP strips with one layer does not show any significant effect on the deformation control; however, in higher loading it showed restraint against axial deformation and enhanced the buckling stress of the column. In the case of column confined with two and three layers, from the initial stage, the CFRP strips significantly control the axial deformation and showed outperformed enhancement in buckling stress as shown in Figure 5. The increase in the number of CFRP layers enhances the composite plate thickness and as a result the restraining effect against axial deformation of the column has increased; however the enhancement was not proportional as shown in Figure 6. Meanwhile the CFRP strip in the outer limits confine the concrete by providing confinement pressure and keep the concrete in a state of three-dimensional stress and as a result the strength capacity of the columns was increased significantly. The bond strength between the CFRP layers is directly proportional to the load transfer. If the resin lying between the two FRP layers starts to crush, a substantial drop in load transfer will occur, the resulting confinement pressure provided by the next FRP layer will be automatically decreased, and as a result, nonlinearity in axial deformation control can be observed. At the respective failure load of FRC-CC, the columns FRC-20-1, FRC-20-2, and FRC-20-3 showed an axial deformation of 3.81 mm, 1.92 mm, and 1.41 mm, respectively, which is 10.23%, 121.05%, and 198.87%, respectively. However, the column FRC-20-3 enhanced its restraining effect by 366.32% and 128.57% when compared to the columns FRC-20-1 and FRC-20-2, respectively; in addition the axial deformation of the column was 1.93 mm and 3.062 mm at the respective failure load of FRC-20-1 and FRC-20-2, respectively. The studies conducted previously [40, 41] reported that the RC column made with conventional concrete confined with three layers CFRP composites showed the average axial deformation control of 172.24% compared to the reference column. However, it is interesting to note that the FRC column confined with three layers of CFRP strips showed the restraint enhancement of 198.87%, compared to the reference column. This enhancement is attributed to the high flexural toughness and the postcracking behaviour of the concrete due to the inclusion of the fibre. In the hardened state, the fibres were effectively bonded to the concrete; they assist in controlling the propagation of microcracks present in the matrix by stress transfer and delay the cracks coalescence and lead to increase in the tensile strength of the concrete. From this observation, it is concluded that the creation of restraint effect against axial deformation of the column may be dependent upon the type of concrete used to fabricate.Table 1
Experimental result of all specimens.
Designation of columns
Failure load(kN)
% of reduction in axial deformation compared to CC1
DuctilityμΔ=Δ/Δy
% of increase in axial load carrying capacity
FRC-CC
279.12
—
1.271
—
FRC-20-1
356.33
10.236
1.272
27.59
FRC-20-2
421.82
121.052
1.362
50.89
FRC-20-3
535.29
198.872
1.392
91.75
FRC-30-1
354.36
6.870
1.252
26.88
FRC-30-2
400.73
104.878
1.323
43.36
FRC-30-3
493.22
170.967
1.371
76.70Figure 5
Axial stress-strain behaviour of all columns-comparison.Figure 6
Correlation between axial deformation control and number of CFRP layers.When lifting up the spacing of the CFRP strips from 20 mm to 30 mm, the columns were shown an above similar behavior; however the loss in restraining effect against axial deformation was observed compared to that of column confined with 20 mm spacing. From Figure5, it can be observed that the column confined with two and three layers showed a profound effect on the axial deformation control, however it enhances the buckling stress of the column later. The columns FRC-30-1 and FRC-30-2 showed an axial deformation in the range of 3.93 mm and 2.05 mm, respectively, at the respective failure load of FRC-CC, which is 6.87% and 104.87%, respectively, lower than that of FRC-CC. The decrease in restraining effect against axial deformation may be due to the increase in the spacing between the CFRP strips led to the reduction in confining pressure exerted by the CFRP strips. However, the column FRC-30-3 showed an enhancement in deformation control from the initial stage and enhanced its axial deformation control by 170.96% compared to that of FRC-CC. Figure 5 indicates that the restraint in axial deformation of the columns increases with the increase in the number of layers; furthermore, the enhancement of buckling stress was not proportional (Figure 6) and this outcome is fairly in agreement with the column confined with 20 mm spacing.From Figure5, it can be understood that the restraining effect against axial deformation of the column decreased with the increase in the spacing between the CFRP strips, due to the decrease in the circumferential confining pressure provided by the CFRP composites. In comparison to column FRC-30-1, the column FRC-20-1 increased its restraining effect by 12.5%; in addition, the column FRC-20-2 showed the axial deformation of 5 mm at the respective failure load of FRC-30-2, which is 61.20% lower than that of FRC-30-2. The column FRC-20-3 showed the gain in axial deformation control of 40.25% compared to the column FRC-30-3. However, from Figure 5, it is interesting to note that the stress-strain behaviour of the column confined with 30 mm spacing is relatively similar to the column confined with 20 mm spacing; in addition, the columns confined with 20 mm spacing enhanced their restraining effect average of 37.58%, compared to the columns confined with 30 mm spacing, and this difference is not much higher. It is suggested that the CFRP strips with a spacing of 20 mm and 30 mm can be used for strengthening of RC column made with FRC concrete; however the column confined with 30 mm spacing provides an economical advantage when compared to the 20 mm spacing.


### 6.3. Ductility

The ductility of the FRP confined column is the important structural property due to the rupture failure mode of the FRP composites. So that the ductility of the reference and CFRP strengthened columns was calculated based on (1), proposed by Kusumawardaningsih and Hadi [30]. Where μΔ is the ductility of the column and Δ is the axial deformation of the column, when the load falls to 85% of the ultimate load, Δy is the deformation at yield load of the column. Consider
(1)μΔ=ΔΔy.From Figure7, it can be understood that the presence of CFRP strips enhances the ductility performance of the column; however, the enhancement was not significantly higher. The columns confined with three layers in both spacing showed the most beneficial effect on the ductility response when compared to the column confined with one and two layers. The reason is attributed to keeping the concrete in a state of three-dimensional stress by providing more confining pressure. The columns FRC-20-3 and FRC-30-3 showed a ductility value of 1.392 and 1.371, respectively, which is 9.62% and 7.87% higher than the FRC-CC. It is interesting to note that the ductility of the column was decreased with the increase in the spacing between the CFRP strips due to the loss in confinement pressure. It is suggested that the CFRP material can be used as a strengthening material in strengthening of RC column made with FRC without affecting the ductility performance.Figure 7
Ductility behaviour of all columns-comparison.


### 6.4. Axial Load Carrying Capacity

The measured ultimate strength of all the strengthened columns and their enhancements in strength compared to the reference column is presented in Table1. This research is aimed to improve the strength capacity of the FRC column using externally bonded CFRP composite strips. As expected, the load carrying capacity of the column increased significantly. The columns FRC-20-1, FRC-20-2 and FRC-20-3 enhanced their load carrying capacity by 27.59%, 50.89% and 91.75%, respectively, compared to the reference column. In a similar manner, the columns FRC C-30-1, FRC C-30-2, and FRC C-320-3 showed 26.88%, 43.36%, and 76.70% increase in the load carrying capacity as shown in Figure 8. This is a result of the fact that when the column was subjected to axial load, the concrete core start to expand laterally; meanwhile the CFRP strip layers in the outer limits confine the concrete by providing confinement pressure and keep the concrete in a state of three-dimensional stress and as a result the strength capacity of the columns was increased significantly. The past few researches [40, 41] that have been conducted on conventional RC column observed that the external bonding of three layers CFRP composites enhanced the load carrying capacity of the column by 71%, when compared to the unstrengthened column. Nevertheless, the FRC column confined with CFRP strips increases their ultimate strength of maximum 91.75%, when compared to the reference column. As discussed earlier, the strength enhancement is due to the increased flexural toughness and the postcracking behaviour of the concrete due to the inclusion of the fibre. It is interesting to note that the strength capacity of the columns was increased with the increases in the number of layers; however the enhancement was not proportional as shown in Figure 9. This could be attributed to the crushing failure of resin between the CFRP composite strips. The strength capacity of the column FRC-20-3 was increased by 50.28% and 27.07% compared to that of columns FRC-20-1 and FRC-20-2, respectively, and also the column FRC-30-3 showed 39.26% and 23.25% increase in the load carrying capacity when compared to the column FRC-30-1 and FRC-30-2, respectively as shown in Figure 8. From Figure 8, it can be understood that the increase in the spacing between the CFRP strips decreases the load carrying capacity of the column; however, the difference is not relatively high. In comparison with column confined with 20 mm spacing, the column confined with 30 mm spacing showed the average difference in strength of 4.60%, and this difference is not relatively high. From the above results it is concluded that the strength capacity of the column depends upon the type of concrete used to fabricate and spacing between the CFRP strips. It is suggested that the CFRP strips having a spacing of 20 mm and 30 mm can be used in strengthening to enhance the strength capacity of the RC column made with FRC concrete under axial compression.Figure 8
Ultimate strength of all columns-comparison.Figure 9
Correlation between enhancement in ultimate strength and number of CFRP layers.


## 6.1. Failure Modes

In the case of control column (FRC-CC), initially there was no cracking sound of concrete observed; in addition, the applied load was directly proportional to the deformation of the column. Loading further, cracks in concrete appeared at the supports of the column; in addition, the deformation of the column was increased with the constant load. Finally, the columns failed due to the shear and splitting failure of concrete observed on all four sides which occurred at the bottom of the column as shown in Figure3. The inclusion of fibre prevented the spalling of the concrete; in addition, significant deformability was observed. In the case of column confined by 20 mm spacing of CFRP strips with one, two, and three layers (FRC-20-1, FRC-20-2 and FRC-20-3) initially cracking sound was observed due to the crushing of resin; in addition, at the respective ultimate load of the control column, there were no cracks observed in the un-bonded concrete surface. The cracking sound of resin demonstrated that the CFRP strips restraint the poison’s effect of the concrete by providing confining pressure. Loading further, all the columns failed due to the rupture of fibre followed by crushing of concrete as shown in Figure 4. This is a result of the fact that when the uniform pressure was applied on the top of the surface of the column, concrete expanded laterally; meanwhile CFRP layers in the outer limits provide restraining effect against the lateral deformation and they are subjected to tension in the hoop direction. When the CFRP reached its ultimate strain, rupture of CFRP occurred, followed by the crushing of concrete. When increasing the spacing of CFRP strips from 20 mm to 30 mm, the columns strengthened by one and two layers of CFRP failed through rupture of fibre followed by crushing of concrete as shown in Figure 4. However, in the case of column strengthened with three layers of CFRP failed through crushing of concrete alone without any rupture of fibre observed in the unbonded area as shown in Figure 9. The failure mode is attributed to the debonding between the concrete and CFRP strips and may be due to the presence of air gaps and excessive resin. In all the columns except FRC-30-3, sudden drop off in load was observed at the peak stage due to the absence of confining pressure provided by the CFRP because of fibre rupture. In addition, it has been noted that no debonding of fibre was observed before ultimate load, and thus it was confirmed that there was a perfect bond between the concrete and CFRP.Figure 3
Failure mode of control column made with FRC concrete.Failure mode of all strengthened columns (a) FRC-20-1, (b) FRC-20-2, (c) FRC-20-3, (d) FRC-30-1, (e) FRC-30-2, and (f) FRC-30-3.
(a)
(b)
(c)
(d)
(e)
(f)


## 6.2. Axial Stress-Strain Behaviour

The percentage of enhancement in the restraining effect against axial deformation is compared to the reference column and is summarized in Table1. Figure 5 shows the stress-strain behaviour of all the columns. This research is aimed to evaluate the feasibility use of CFRP composite strips in the strengthening of FRC column members. As expected, the externally bonded CFRP composite strips effectively delayed the axial deformation of the column in both spacings by providing restraining effect and enhancing the buckling stress of the column. However, due to the immediate absence of the confining pressure provided by the CFRP, sudden fall in the curve was observed at the peak stage loading in all columns as shown in Figure 5. From Figure 5, it can be understood that, initially, the external bonding of CFRP strips with one layer does not show any significant effect on the deformation control; however, in higher loading it showed restraint against axial deformation and enhanced the buckling stress of the column. In the case of column confined with two and three layers, from the initial stage, the CFRP strips significantly control the axial deformation and showed outperformed enhancement in buckling stress as shown in Figure 5. The increase in the number of CFRP layers enhances the composite plate thickness and as a result the restraining effect against axial deformation of the column has increased; however the enhancement was not proportional as shown in Figure 6. Meanwhile the CFRP strip in the outer limits confine the concrete by providing confinement pressure and keep the concrete in a state of three-dimensional stress and as a result the strength capacity of the columns was increased significantly. The bond strength between the CFRP layers is directly proportional to the load transfer. If the resin lying between the two FRP layers starts to crush, a substantial drop in load transfer will occur, the resulting confinement pressure provided by the next FRP layer will be automatically decreased, and as a result, nonlinearity in axial deformation control can be observed. At the respective failure load of FRC-CC, the columns FRC-20-1, FRC-20-2, and FRC-20-3 showed an axial deformation of 3.81 mm, 1.92 mm, and 1.41 mm, respectively, which is 10.23%, 121.05%, and 198.87%, respectively. However, the column FRC-20-3 enhanced its restraining effect by 366.32% and 128.57% when compared to the columns FRC-20-1 and FRC-20-2, respectively; in addition the axial deformation of the column was 1.93 mm and 3.062 mm at the respective failure load of FRC-20-1 and FRC-20-2, respectively. The studies conducted previously [40, 41] reported that the RC column made with conventional concrete confined with three layers CFRP composites showed the average axial deformation control of 172.24% compared to the reference column. However, it is interesting to note that the FRC column confined with three layers of CFRP strips showed the restraint enhancement of 198.87%, compared to the reference column. This enhancement is attributed to the high flexural toughness and the postcracking behaviour of the concrete due to the inclusion of the fibre. In the hardened state, the fibres were effectively bonded to the concrete; they assist in controlling the propagation of microcracks present in the matrix by stress transfer and delay the cracks coalescence and lead to increase in the tensile strength of the concrete. From this observation, it is concluded that the creation of restraint effect against axial deformation of the column may be dependent upon the type of concrete used to fabricate.Table 1
Experimental result of all specimens.
Designation of columns
Failure load(kN)
% of reduction in axial deformation compared to CC1
DuctilityμΔ=Δ/Δy
% of increase in axial load carrying capacity
FRC-CC
279.12
—
1.271
—
FRC-20-1
356.33
10.236
1.272
27.59
FRC-20-2
421.82
121.052
1.362
50.89
FRC-20-3
535.29
198.872
1.392
91.75
FRC-30-1
354.36
6.870
1.252
26.88
FRC-30-2
400.73
104.878
1.323
43.36
FRC-30-3
493.22
170.967
1.371
76.70Figure 5
Axial stress-strain behaviour of all columns-comparison.Figure 6
Correlation between axial deformation control and number of CFRP layers.When lifting up the spacing of the CFRP strips from 20 mm to 30 mm, the columns were shown an above similar behavior; however the loss in restraining effect against axial deformation was observed compared to that of column confined with 20 mm spacing. From Figure5, it can be observed that the column confined with two and three layers showed a profound effect on the axial deformation control, however it enhances the buckling stress of the column later. The columns FRC-30-1 and FRC-30-2 showed an axial deformation in the range of 3.93 mm and 2.05 mm, respectively, at the respective failure load of FRC-CC, which is 6.87% and 104.87%, respectively, lower than that of FRC-CC. The decrease in restraining effect against axial deformation may be due to the increase in the spacing between the CFRP strips led to the reduction in confining pressure exerted by the CFRP strips. However, the column FRC-30-3 showed an enhancement in deformation control from the initial stage and enhanced its axial deformation control by 170.96% compared to that of FRC-CC. Figure 5 indicates that the restraint in axial deformation of the columns increases with the increase in the number of layers; furthermore, the enhancement of buckling stress was not proportional (Figure 6) and this outcome is fairly in agreement with the column confined with 20 mm spacing.From Figure5, it can be understood that the restraining effect against axial deformation of the column decreased with the increase in the spacing between the CFRP strips, due to the decrease in the circumferential confining pressure provided by the CFRP composites. In comparison to column FRC-30-1, the column FRC-20-1 increased its restraining effect by 12.5%; in addition, the column FRC-20-2 showed the axial deformation of 5 mm at the respective failure load of FRC-30-2, which is 61.20% lower than that of FRC-30-2. The column FRC-20-3 showed the gain in axial deformation control of 40.25% compared to the column FRC-30-3. However, from Figure 5, it is interesting to note that the stress-strain behaviour of the column confined with 30 mm spacing is relatively similar to the column confined with 20 mm spacing; in addition, the columns confined with 20 mm spacing enhanced their restraining effect average of 37.58%, compared to the columns confined with 30 mm spacing, and this difference is not much higher. It is suggested that the CFRP strips with a spacing of 20 mm and 30 mm can be used for strengthening of RC column made with FRC concrete; however the column confined with 30 mm spacing provides an economical advantage when compared to the 20 mm spacing.


## 6.3. Ductility

The ductility of the FRP confined column is the important structural property due to the rupture failure mode of the FRP composites. So that the ductility of the reference and CFRP strengthened columns was calculated based on (1), proposed by Kusumawardaningsih and Hadi [30]. Where μΔ is the ductility of the column and Δ is the axial deformation of the column, when the load falls to 85% of the ultimate load, Δy is the deformation at yield load of the column. Consider
(1)μΔ=ΔΔy.From Figure7, it can be understood that the presence of CFRP strips enhances the ductility performance of the column; however, the enhancement was not significantly higher. The columns confined with three layers in both spacing showed the most beneficial effect on the ductility response when compared to the column confined with one and two layers. The reason is attributed to keeping the concrete in a state of three-dimensional stress by providing more confining pressure. The columns FRC-20-3 and FRC-30-3 showed a ductility value of 1.392 and 1.371, respectively, which is 9.62% and 7.87% higher than the FRC-CC. It is interesting to note that the ductility of the column was decreased with the increase in the spacing between the CFRP strips due to the loss in confinement pressure. It is suggested that the CFRP material can be used as a strengthening material in strengthening of RC column made with FRC without affecting the ductility performance.Figure 7
Ductility behaviour of all columns-comparison.


## 6.4. Axial Load Carrying Capacity

The measured ultimate strength of all the strengthened columns and their enhancements in strength compared to the reference column is presented in Table1. This research is aimed to improve the strength capacity of the FRC column using externally bonded CFRP composite strips. As expected, the load carrying capacity of the column increased significantly. The columns FRC-20-1, FRC-20-2 and FRC-20-3 enhanced their load carrying capacity by 27.59%, 50.89% and 91.75%, respectively, compared to the reference column. In a similar manner, the columns FRC C-30-1, FRC C-30-2, and FRC C-320-3 showed 26.88%, 43.36%, and 76.70% increase in the load carrying capacity as shown in Figure 8. This is a result of the fact that when the column was subjected to axial load, the concrete core start to expand laterally; meanwhile the CFRP strip layers in the outer limits confine the concrete by providing confinement pressure and keep the concrete in a state of three-dimensional stress and as a result the strength capacity of the columns was increased significantly. The past few researches [40, 41] that have been conducted on conventional RC column observed that the external bonding of three layers CFRP composites enhanced the load carrying capacity of the column by 71%, when compared to the unstrengthened column. Nevertheless, the FRC column confined with CFRP strips increases their ultimate strength of maximum 91.75%, when compared to the reference column. As discussed earlier, the strength enhancement is due to the increased flexural toughness and the postcracking behaviour of the concrete due to the inclusion of the fibre. It is interesting to note that the strength capacity of the columns was increased with the increases in the number of layers; however the enhancement was not proportional as shown in Figure 9. This could be attributed to the crushing failure of resin between the CFRP composite strips. The strength capacity of the column FRC-20-3 was increased by 50.28% and 27.07% compared to that of columns FRC-20-1 and FRC-20-2, respectively, and also the column FRC-30-3 showed 39.26% and 23.25% increase in the load carrying capacity when compared to the column FRC-30-1 and FRC-30-2, respectively as shown in Figure 8. From Figure 8, it can be understood that the increase in the spacing between the CFRP strips decreases the load carrying capacity of the column; however, the difference is not relatively high. In comparison with column confined with 20 mm spacing, the column confined with 30 mm spacing showed the average difference in strength of 4.60%, and this difference is not relatively high. From the above results it is concluded that the strength capacity of the column depends upon the type of concrete used to fabricate and spacing between the CFRP strips. It is suggested that the CFRP strips having a spacing of 20 mm and 30 mm can be used in strengthening to enhance the strength capacity of the RC column made with FRC concrete under axial compression.Figure 8
Ultimate strength of all columns-comparison.Figure 9
Correlation between enhancement in ultimate strength and number of CFRP layers.


## 7. Conclusion

The feasibility of using CFRP composite strips as an upgrading material for FRC columns under axial compression was investigated. The experimental parameters were effective spacing between the FRP strips and number of CFRP layers. Based on the results obtained, the following conclusions were made.(i)
The external confinement provided by the CFRP composite strips in both spacing effectively control the Poisson effects of the concrete by providing confinement pressure and they failed by rupture of fibres followed by the crushing of concrete and this failure mode and led to the conclusion that there is a perfect bond between concrete and CFRP.(ii)
The restraining effect provided by the CFRP strips in both spacing significantly reduced the axial deformation of the column and the formation of restraining effect was increased with the increase in the number of layers. The columns FRC-20-3 and FRC-30-3 showed a 198.87% and 170.96% enhancement, respectively, in restraining effect against axial deformation compared to the FRC-CC.(iii)
The presence of CFRP strips enhances the ductility performance of the column; the column confined with three layers in both spacing was especially higher.(iv)
The CFRP strips significantly prevent the Poisson effect of the concrete and keep the concrete in a state of three-dimensional stresse by providing confinement pressure and thus effectively enhance the load carrying capacity of the columns. In comparison with reference column, the columns FRC-20-3 and FRC-30-3 enhanced their strength capacity by 91.75% and 76.70%, respectively.(v)
The increased flexural toughness and the postcracking behaviour of the FRC showed better enhancement in strength capacity of FRP confined RC column when compared to the conventional RC column bonded with FRP composites.(vi)
It is suggested that CFRP strips having a spacing of 20 mm and 30 mm can be used in strengthening to enhance the strength capacity of the RC column made with FRC concrete under axial compression.



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*Source: 601915-2014-10-13.xml*