1. Introduction
The need for rehabilitation in the civil construction sector nowadays stems from structural deterioration/aging, the adaptation of old structures to new design standards, design errors, accidental overloading, and a change in the structure’s operational needs. The goal of rehabilitation, repair, and strengthening is to create cost-effective, long-lasting structures [
1]. The magnitude of earthquake motion has greatly increased. Their frequency has also increased; earthquakes typically last only a few seconds, but the devastation they produce is always disastrous. Even a little earthquake might result in considerable property damage. In the event of a major earthquake, the entire structure may collapse, resulting in the loss of human life and significant property devastation, which has an indirect impact on the owner’s economy. Disposal of debris after an earthquake is another issue that can be difficult and expensive. Even in the event of a moderate earthquake, the structure may not totally collapse, but fissures may appear, which may become the cause of a significant failure in future earthquakes. The decision now is whether to demolish the entire house and rebuild it, which is a highly expensive operation, or to rehabilitate the entire structure. There are numerous methods for rehabilitation, and depending on the intended output, any method can be chosen, such as beam strengthening, steel jacketing, carbon fiber retrofitting, and concrete jacketing. This is significant because beams are critical structural elements for sustaining loads and finding effective strengthening solutions is critical for ensuring the structures’ safety. The use of fiber-reinforced plastic (FRP) has expanded significantly in recent years. In comparison to external bracing or steel jacketing, it is more reliable for seismic retrofitting of RC structures. FRP has a flatter and imperceptibly attractive surface compared to steel plates because FRP is composite materials made of a polymer matrix reinforced with fibers that manifest numerous outstanding mechanical characteristics such as superior strength stiffness to weight ratio, resistance to corrosion, tensile strength, durability, lightweight, ease of handling, lower maintenance costs, and faster installation time [
2]. CFRP and glass fiber reinforced polymers (GFRP) are the main fibers for reinforcing the material. Vinyl ester, epoxy, and polyester thermosetting plastics, as well as phenol–formaldehyde resins, are the most often used polymers. The aerospace, automotive, marine, and construction industries all use FRP composite materials [
3].
To reinforce the weak member, FRP material is employed. FRP material comes in a variety of shapes and sizes, including bars, sheets, and laminates. Externally, these materials use adhesive to adhere to the defective member and offer strength. These materials outperform other materials because they have high mechanical strength, are lightweight, and are simple to work with. Garden and Hollaway (1998) [
4] demonstrated that the attributes of FRP materials are superior to steel, particularly in terms of tensile strength, and that these traits may be achieved throughout a wide temperature range.
The critical performance of reinforced concrete beams retrofitted with carbon fiber reinforced polymer was examined by Rahimi et al. [
5]. The research was carried out on 2–3 m long RC beams that had been covered with CFRP sheets. Internal primary steel and external bonding materials were the factors. In order to compare steel jacketing to other external steel procedures, steel plate bonding has also been considered. Aside from laboratory work, the theoretical study was completed to ensure that the practice is correct. As a result, a good comparison was made between laboratory work and non-linear software work. The necessity for structural retrofitting comes in two situations: (i) when the structures must be used for situations where the load is greater than the design load, and (ii) when existing structures must be improved. This review study delves into the materials and procedures for upgrading RC beams in buildings using fiber-reinforced polymer (FRP).
Large skill beams were regarded as the destruction of beams by Sheikh S.A. et al. [
6]. The foundation walls continue to wreak havoc. The elements were retrofitted with reinforcing materials such as carbon and glass fiber reinforced polymer (CFRP and GFRP) sheets, and their failure was tested. In order to acquire precise results, control beams were also taken into consideration for comparison. Retrofitting of reinforced concrete Haunched Beams (RCHBs) using Carbon FRP (CFRP) and Glass FRP (GFRP) strips was also covered in this research. Furthermore, the behavior of FRP laminates in the retrofitting of RC beams subjected to high temperatures was investigated. The effectiveness of various types of FRP materials and processes was also considered.
RC beams are strengthened and upgraded for a number of reasons [
7,
8,
9,
10,
11,
12,
13]. On one of the three faces of the original cross-section, the RC Jacket is one of the most important approaches for strengthening RC structural components [
8,
14,
15,
16,
17,
18]. The use of GIWWM as an outer reinforcement and incorporated within a larger section is generally thought to be a promising technique for strengthening, repairing, rehabilitating, and even retrofitting reinforced concrete sections. This method not only enhances the load capacity of reinforced beams, but it also improves their ductility [
19,
20,
21,
22].
Galvanized iron welded wire mesh (GIWWM) is a type of construction material made comprised of electrically welded rods that are woven together to form a continuous, uniformly dispersed mesh. GIWWM has various advantages [
23,
24,
25] due to its relative ease of placing, bending, and handling, as well as its high strength-to-weight ratio. In terms of lightweight, durability, and fire resistance, it performs other reinforcing functions. Several researchers recently examined the bond strength between older and younger concrete in enhancing the bond at the contact surface and attaining full composite action capacity [
26,
27,
28]. The concrete substrate is exposed to a wide range of damage and deterioration variables in real life, which can be divided into two groups [
29,
30,
31,
32,
33]. The first is immediate damage, which provides natural disasters, conflicts, and unforeseen consequences; the second is progressive damage, which includes exploitation, negligence, and hazardous external conditions [
34,
35,
36,
37] such as carbonation, sulfate assault, chloride attack, and alkali–silica interaction. Some of these element’s aid in the bonding of the newly cast concrete to the damaged concrete substrate [
38]. On a number of composite RC components, experiments and analytical verification have been conducted [
39,
40,
41]. The flexural behavior of composite RC beams reinforced with SCC or other materials has been examined in several research [
42,
43,
44].
The repaired jacketed beams have been tested after being strengthened externally with light-gauge steel wiring mesh embedded in 2.0 cm thick grout, which improved their deformation capacity and loading strength [
45]. Zhang et al. [
46] examined the flexural behavior of reinforced RC T-beams with self-compacting concrete (SCC) jacketing at the tension zone, as well as the performance of these RC beams under multiple sustaining loads. The strengthening approach significantly improved the flexural behavior and stiffness of strengthened beams, according to the results of the testing. By employing a high-temperature chemical vapor deposition (CVD) furnace, Duong et al. [
47] present an overview of the floating catalyst approach for fabricating continuous macroscopic fibers and films from CNT super fibers. This procedure allows for the one-step production of vast quantities of aligned carbon nanotube fiber (CNT) assemblies with precise control over their shape. From a green perspective, the procedure is appealing because of the benefits it offers with regard to energy, time consumption, expenses, and waste materials. The electrical and mechanical properties of CNT fibers were investigated by Duong et al. [
48] after being subjected to a variety of post-treatment. The post-treated CNT fibers enhanced mechanical and electrical performance is comparable to that of many commercial high-strength fibers, suggesting their great potential in a wide range of applications, including structural reinforcements, supercapacitors, flexible heaters, medical devices, and lightweight electric cable.
Wan et al. [
49] examined the effects of water on the binding between carbon fiber reinforced polymer (CFRP) and concrete before, during, and after the CFRP cure. The interfacial energy release rate, G, of the CFRP-concrete bond is calculated using modified double cantilever beam (MDCB) specimens. The test results show that the bond quality is greatly reduced when water is present during the CFRP application, and the majority of the failures that arise are adhesive failures at the primer/concrete interface. Even though the bond capacity is slightly higher when a specially designed primer is used, undesirable failure still occurs. High-quality CFRP installations that were exposed to water after the epoxy had dried for only a short time between 3 to 8 weeks showed that the binding between CFRP and concrete was weakened.
Jiang and Wu [
50] looked into how the load eccentricity affected the axial strength of short concrete columns that were FRP-confined. According to the test results, FRP confinement can result in less strength loss than unconfined concrete specimens. The strength improvement brought on by FRP confinement for square concrete specimens rises with increasing load eccentricity. For FRP-confined circular concrete specimens, the confinement efficiency is reduced as the load eccentricity increases.
Taking into account model uncertainty, Zhang et al. [
51] investigated a comprehensive reliability-based analytical methodology for FRP-to-concrete bonded joints. The bond strength models for FRP-to-concrete bonded joints were calibrated by defining a model factor, and then eight of the most popular models were utilized to determine the calibration factors. All eight model parameters might be characterized as normally distributed random variables with a lognormal distribution by employing this method of characterization. Reliability research proved the value of having calibrated models share similar uncertainty.
The flexural performance of CFRP strengthened beams has not been extensively studied, as evidenced by the literature cited above, and further research is needed to fully comprehend the behavior of reinforced concrete beams. The peculiarity of this study is that it uses an extensive experimental test program to demonstrate the performance and usability of CFRP sheets in reinforced cement concrete as a strengthening approach for RC beam members. As a result, the flexural load capacity and failure patterns of these reinforced specimens have been tested experimentally. The study was also expanded to look into the behavior of beams with different retrofitting techniques, such as steel jacketing and concrete jacketing. The specimens’ maximum load-carrying capacity, load Vs deformation, and stress Vs strain were all studied. With this goal in mind, the objectives were as follows: (1) to use CFRP sheets to test the flexural capability of strengthened sles; (2) to investigate the failure mode, crack width, and crack pattern of pre-cracked reinforced concrete beams retrofitted with CFRP sheets at various positions and lengths, and (3) to compare the mode of failure of control reinforced concrete beams and reinforced concrete beams retrofitted with CFRP sheets at various positions and lengths.
2. Specimen Details and Material Properties
The goal of this research is to reinforce and restore damaged and weak structures. Different strengthening schemes must also be investigated, as no examination into the essence of the CFRP sheet scheme into the performance of preloaded beams restored with CFRP for flexural strengthening has been conducted. The flexural performance of RC beams retrofitted with CFRP sheets was investigated in this study. Experiments on full-size beams were carried out in the lab to achieve this. The CFRP sheet schemes are the study’s main variables. M30 grade of concrete has been cast as per guidelines of IS 10262: 2019 in the Concrete Technology Laboratory, Chandigarh University, Mohali, India. The experimental work uses M30 grade concrete and tests beams using a two-point loading technique, with the major focus on beam flexural behavior. The cross-section of all beams was the same, as were the flexural and shear reinforcement characteristics. One beam was designated as the control beam (CB1). The remaining seven beams were retrofitted with various CFRP sheeting techniques. There was only one loading strategy employed.
Seven beams, B1, B2, B3, B4, B5, B6, and B7, were pressured until flexural cracks appeared, and then reinforced with CFRP sheet coating, which have been procured from the Vision Infra Solutions, Mumbai, India Mart, India. To retrofit the beams, an FRP system was used, with only one layer of CFRP being coated on all retrofitted beams which have been procured from the Vision Infra Solutions, Mumbai, India Mart, India. The strengthened beams were then placed in the universal testing machine (UTM) (Mechatronic Control System of Capacity 0–1000 kN, Structural Engineering Laboratory, Chandigarh University, Mohali, India) to be loaded again until failure occurred, and the results were compared to the controlled beam (CB1).
2.1. Specimen Details
At the time of testing, all of the beams had identical size, flexural, and shear reinforcement, (Structural Engineering Laboratory, Chandigarh University, Mohali, India) and were 28 days old. All beams had a rectangular cross-section with a length of 1200 mm, a width of 200 mm, and a depth of 350 mm. Two 10 mm bars were considered for flexural fortification at the soffit, and the top reinforcement of each beam was 10 mm, with stirrups of 8 mm spaced 150 mm c/c throughout the beam length as shown in
Figure 1.
Figure 2a,b and
Figure 3a,b depict the prepared beam with and without CFRP sheets for experimental testing. In this study, the concrete grade was M30, and the steel was Fe500.
2.2. Material Used for Casting of Beam
The various materials used for casting beams are discussed in
Figure 4.
2.2.1. Ordinary Portland Cement (OPC)
Limestone and other powdered raw ingredients such as calcareous, argillaceous, and gypsum are used to make this type of cement. The entire testing was done with OPC 43 grade (Ultra-Tech Cement, Ultra-Tech Industry, Chandigarh, India) in this inquiry.
Table 1 lists the OPC’s qualities according to IS 8112: 2013. The cement should be stored in a stack and out of the way of moisture. Fineness, specific gravity, consistency, setting time, and compressive strength are among the several types of tests conducted on cement.
2.2.2. Aggregates
The most commonly utilized aggregates are crushed gravel, crushed rock, and sand, which are all readily available. The primary function of fine aggregates is to aid in the delivery of working and consistent results in the combination. Aggregates (locally available, Chandigarh, India) make up 60% to 75% of concrete volume. The aggregates are then divided into two groups.
Coarse Aggregates: Coarse aggregates are defined as those that are reserved on an IS sieve size of 4.75 mm. Coarse aggregates include materials such as natural gravel (locally available, Chandigarh, India) and crushed stone (locally available, Chandigarh, India). The average aggregate size used in concrete is 10–20 mm; however, self-compacting concrete uses sizes up to 40 mm. The aggregates’ grade is almost as significant as their quality. The workability, homogeneity, and finishing quality of concrete are all affected by aggregate gradation [
52,
53,
54]. Locally available coarse aggregates with diameters of 20 mm and 10 mm were recycled in this project near Chandigarh. The aggregates were first washed, then submerged in water for 24 h to remove dust and other organic material, then cleaned and dried to a saturated surface dry condition. IS: 383-1970 standards were used to assess the aggregates [
55,
56,
57].
Table 2 lists the specific gravity as well as a variety of other parameters.
Table 3 shows the sieve analysis of the coarse aggregate.
Table 2.
Properties of coarse aggregates.
Table 2.
Properties of coarse aggregates.
Property | Value |
---|
Specific gravity | 2.71 |
Shape | Angular |
Fineness Modulus | 2.25 |
Color | Grey |
Maximum size | 20 |
Table 3.
Sieve analysis of course aggregate.
Table 3.
Sieve analysis of course aggregate.
IS Sieve Size (mm) | Weight of Aggregate Retained | % of Total Weight Retained | Cumulative % Retained | % Age Passing |
---|
I | II | III | Avg. |
---|
20 | 23 | 35 | 61 | 39.7 | 3.8 | 3.6 | 96.1 |
16 | 113 | 63 | 89 | 86.3 | 8.6 | 13.6 | 86.3 |
12.5 | 271 | 179 | 280 | 250.8 | 23.9 | 25.9 | 64.4 |
10 | 352 | 389 | 329 | 349.6 | 34.7 | 73.3 | 28.1 |
4.75 | 239 | 323 | 239 | 269.8 | 27.9 | 100.1 | 0.7 |
PAN | 9 | 11 | 3 | 7.0 | 0.7 | | |
Fine Aggregates: Fine aggregates are those that pass through an IS sieve with a size of 4.75 mm. Natural sand was commonly used in India. The natural sand has the advantage of having rounded or cubical particles with a smooth surface texture. The grade of the sand differs from one location to the next. Because it is cubical, rounded, and smooth textured, it is easy to deal with. Zone III sand (locally available, Chandigarh, India) was used in this experiment, which satisfies the code criteria (IS: 383-1970) [
58,
59,
60]. The sand was fine and the shading was brown.
Table 4 lists the fine aggregates’ physical parameters as well as the results of the sieve analysis. The fine aggregate sieve analysis is presented in
Table 5.
Table 4.
Physical properties of fine aggregates.
Table 4.
Physical properties of fine aggregates.
Property | Value |
---|
Specific Gravity | 2.70 |
Fineness | 2.79 |
Water Absorption | 0.6% |
Table 5.
Sieve analysis of fine aggregate.
Table 5.
Sieve analysis of fine aggregate.
IS Sieve Size (mm)
|
Weight of Aggregate Retained
|
% of Total Weight Retained
|
Cumulative % Retained
|
% Age Passing
|
---|
I | II | III | Avg. |
---|
10 mm | - | - | - | - | - | - | - |
4.75 mm | 40 | 30 | 38 | 36 | 3.6 | 3.6 | 96.4 |
2.36 mm | 31 | 28 | 28 | 29 | 2.9 | 6.5 | 93.5 |
1.18 mm | 52 | 40 | 42 | 44.7 | 4.5 | 10.9 | 89.0 |
600 μ | 82 | 74 | 72 | 76 | 7.6 | 18.6 | 81.4 |
300 μ | 318 | 238 | 290 | 282 | 28.2 | 46.8 | 53.2 |
150 μ | 438 | 510 | 464 | 470.7 | 47.1 | 93.8 | 6.2 |
75 μ | 36 | 68 | 56 | 53.3 | 5.3 | 99.2 | 0.8 |
PAN | 3 | 12 | 10 | 8.3 | 0.8 | - | - |
2.2.3. Superplasticizer
Sikaplast 4202 NS (Vision Infra Solutions, Mumbai, India Mart, India) was utilized as a superplasticizer to reduce the amount of water in a mix design while increasing concrete strength. This superplasticizer was obtained from SIKA and meets IS 9103-1999 requirements [
61,
62,
63]. The HRWR, or high-rate water reducer (locally available, Chandigarh, India), is a superplasticizer that makes concrete workable with very little water. The doses recommended by the corporate expert should be between 0.5 and 2 percent by weight of cement.
Table 6 shows the chemical and physical parameters of the superplasticizer that was utilized.
2.2.4. CFRP Sheet
A carbon fiber reinforced polymer (CFRP) sheet was employed for the strengthening and restoration of RC beams, as seen in
Figure 5. A single sheet of CFRP is wrapped around the concrete specimen. In this investigation, CFRP sheets from SIKAWRAP-230C were employed which have been procured from the Vision Infra Solutions, Mumbai, India Mart, India, which come in rolls with a width of 500 mm, a length of 50 mm, and a cross-sectional area of 25 m
2. These sheets are frequently utilized in all types of concrete structures to improve the structure’s strength and load-carrying capacity. The properties of CFRP sheets were determined in the laboratory. The tensile modulus (
Ef) of CFRP was 230 GPa and strain (ε
Rupture) was 1.7%. The density of CFRP sheet was 1.82 g/cm
3 and tensile strength (
Ff) was 4000 MPa of 0.13 mm thick CFRP sheets.
2.2.5. Sikadur 330 IN
Sikadur 330 IN epoxy adhesive (Sika India Pvt. Ltd., Navi Mumbai, India) was used to wrap the CFRP sheet around the concrete specimen. Sikadur 330 IN is a thixotropy epoxy-based impregnating resin/adhesive that comes in two pieces.