International Journal of Civil Engineering and Technology (IJCIET) IAEME Scopus

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1 International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 8, August 2018, pp , Article ID: IJCIET_09_08_031 Available online at ISSN Print: and ISSN Online: IAEME Publication Scopus Indexed BENDING PERFORMANCE OF RC BEAMS STRENGHTENED WITH NEAR SURFACE MOUNTED CARBON FIBER REINFORCED POLYMER (CFRP) PLATE OR ROD UNDER LONG TERM SALTWATER EXPOSURE Amiruddin Mishad*, Mohd Hisbany Mohd Hashim, Azmi Ibrahim, and Shahirah Binti Saidin Faculty of Civil Engineering, Universiti Teknologi MARA, Malaysia *Corresponding Author ABSTRACT Nowadays, Fiber Reinforced Polymer (FRP) becomes very popular in construction industry for repairing and strengthening structure because it has high tensile strength, long lasting, high durability, high corrosion resistance, low maintenance and lighter weight. This research studies the flexural performance of reinforced concrete beams strengthened with Carbon FRP plate and rod. The objectives of this research are to determine the maximum flexural strength of Reinforced Concrete Beam, to evaluate flexural strengthening of reinforced concrete beam with Carbon Fiber Reinforced Polymer (CFRP) plate and rod. It also to determine the flexural strength of Reinforced concrete beams that immerged into salt water. Four number of beams sample with dimension of 125mm x 300mm x 1800mm were prepared and mark as control beam, second beam, third beam and forth beam. Control beam was curing at normal environment condition, while second, third and fourth beam were cured in saltwater solution for 3 months. All beams were tested using four points bending test. 30% of maximum load from control beam applied to second, third and fourth beam to determine the pre-crack for the beam. Second and third beam were strengthened with CFRP plate using near surface mounted (NSM) method. Fourth beam strengthened with CFRP rod. The flexural strength for concrete beam for control beam are higher compared to second beam, third beam and forth beam. Plate-end debonding the failure pattern of the beam. Normal environment condition and saltwater solution did not give significant bad effect for the flexural performance of the beam. Key words: CFRP plate, CFRP rod, NSM, Four points bending test and Flexural performance of beam editor@iaeme.com

2 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure Cite this Article: Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin, Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure. International Journal of Civil Engineering and Technology, 9(8), 2018, pp INTRODUCTION Beam has been used since the ancient times to support loads and resist one building from any failure. The function of the beam is start inverted when the early bridge is using beam which supported at each end by the stream banks. Beam is one of the structural elements that capable of withstand variable type of load from any by resisting. Mainly, its support the vertical loads compare to horizontal loads. In other words, the beam is good in resist bending and shear (John, 1993). FRP has been started from United State for almost 25 years. The effectiveness of FRP composite had been spread wider as a strengthening material in concrete. Therefore, it is attainment more popularity among design professional as one of the method in strengthening techniques. There are lot advantages of FRP which are lightweight, no corrosive even had been exposed to the air, exhibit high specific strength and specific stiffness, simply constructed and achieve satisfy performance requirements. Due to all the advantages mention, FRP is known as a new maintenance and rehabilitation construction method for any structures that potential to fail. FRP composite consist of synthetic or organic high strength fibers which are available in form of grids, rods, and ropes for reinforcing and pre-stressing concrete. 2. LITERATURE REVIEW Steel reinforced concrete is one of the common building materials that had been used in Malaysia and all around the world. Even though steel performance in reinforced concrete is good, however it still insufficient to be exposed to extreme coastal weather and sea water due to corrosion. Civil engineers face the problem of corrosion of the steel reinforced concrete for several decades and produce many methods to solve the problem such as epoxy coating of steel reinforcement, cathodic protection, use of sealants, membranes and etc. (ACI, 1995). However, all of these methods are not capable to overcome the corrosion completely. FRP (Fiber Reinforced Polymer) also known as Fiber Reinforced Plastic is one of the noncorrosive material as it can help to resolve the problem that faces by steel. FRP have been used for a long time ago in the aeronautical, aerospace, automotive and other fields. FRP reinforcement is composition of matrix and reinforcing fibers. Both matrix and fiber are classified into inorganic and organic. In additional, the fibers are stronger than matrix as it volume fraction should be more than 10%, but it needs to be combined with matrix in order to provide as reinforcing function (ACI, 1995). The quality of the fibers, the fiber orientation, the shape and volumetric ratio of fibers affect the mechanical properties of the FRP and also its manufacturing process. Fiber is one of the composite materials that very high in strength and stiffness, hardiness, strength and low cost. However, it performances is depends on its length, cross sectional and its chemical composition. Fibers are accessible in different cross sectional shapes and sizes. There are fibers in rectangular, hexagonal, polygonal, circular, or hollow circular crosssections (Banthia, 1996). However, the circular shape of fiber is one of the shapes that editor@iaeme.com

3 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin produce the best performance regarding their large interface surfaces. The following types of fibers such carbon; glass; and aramid are most commonly used in construction industry. In past (A.H. Al-Saidy,2007) welding and bolting of steel plates or bar as one of the method of strengthening structure. However, this method brings disadvantage more than advantages where it is heavy in weight, high cost of construction and potential to be corrode. Therefore, researches try to explore other alternatives where it founds the existing of Fiber Reinforced Polymer which are resistance to corrosion and high in flexural strength. Regarding due to low elastic modulus of FRP, the used of FRP for steel structure has not been very effective in past. Thus, construction field produce Carbon Fiber Reinforce Polymer (CFRP) as a material that produces similar or higher modulus than elastic modulus of steel which can be an alternative for flexural strength. This study is conducted to explore another non-metal reinforcement for concrete structure, which is by using Carbon Reinforce Polymer (CFRP). CFRP is composite material which consists of HM carbon fibers included dry fiber tow sheets and thermosetting resins. Purposed of fiber sheets are suitable for complex geometrical such as curved girders or monopole towers. It is also been mixed with an epoxy resin in-situ which acts to bond the fibers to the structure. Nowadays, CFRP widely used for maintenance purpose for structure which started to fail due to extensive loading and aging or extreme weather exposure. Installing CFRP in the concrete structure can help to improve the tensile strength of reinforced concrete. The main reason of using CFRP as reinforcement is due to rusting. Rusting and corrosion can be avoided by replacing the reinforcement bar with CFRP. According to (Hisbany et. al. 2014), corrosion due to chloride is not suitable for Patch repair technique for treating corrosion because to remove all the penetrated chloride is costly and difficult, chloride that remains on the adjacent side of the affected area will initiate new corrosion circuit. In addition, cracks are formed as the steel reinforcement is corrodes and swells therefore the introduction of FRP in the industry is very worthy in order to solve the problem moreover FRP ability to resist corrosion and enhance performance of the structure give an advantages to the client since the cost may be reduce. Therefore, numerous numbers of researches are conducted on the use FRP in the structural element such as beam and column. Beam was strengthened using NSM system before tested using fours point bending test. NSM system is conducted with the FRP bars were inserted into a grooves that is made in the surface of the concrete with a concrete saw. Then, the grooves were filled with epoxy adhesive to bond the FRP to the concrete. While, according to Lorenzis and Nanni, NSM strengthens the flexural members by installing FRP composite material in longitudinal position near the concrete cover. 3. METHODOLOGY The objective of this study was achieved by conducting an experiment and test on forth beam samples. The test that was conducted as bending test which point load is applied on the surface of the beam. In this chapter, the methods of conducting this experiment was briefly explaining and discuss. Other than that, the reinforcement concrete design calculation was attached together in this chapter as reference. The design of reinforcement concrete beam is refer to BS EN : General Rules for Buildings and Reinforced Concrete Design to Eurocode 2 (Seventh Editions). The three beam samples immerged in salt water for 3 months. After submerged, the beam was tested on its flexural strength where 30 percent of the maximum applied load from editor@iaeme.com

4 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure control beam is applied. The beam that had been exposed to the salt water might easily fail such as cracking and bending compare to the beam that exposed to natural environment. Therefore, as to solve this problem, Carbon Fiber Reinforce Polymer (CFRP) was installed into the beam by using near surface mounted (NSM) method. The Carbon Fiber Reinforce Polymer (CFRP) is used as flexural strengthening of reinforced concrete since 30 percent of the maximum applied load from control beam is applied. In conclusion, the test conducted is to investigate the performances of CFRP as strengthening material to beam that almost fail. In order to conduct this test, new three beam specimens were prepared and one control beam was prepared by the previous studies. The three beam specimens have same dimension as the control beam which is 125 mm x 300 mm x 1800 mm. The cube which is 150 mm x 150 mm x 150 mm was prepared as control purpose. The beam immerged in saltwater for 3 months duration and applied for 30 percent of the maximum load applied in control beam. The beam started to crack and thus CFRP with cross sectional of 1.2 mm x 50 mm x 1800 mm been installed into the beam by using Near Surface Mounted method as shown in Figure 1. Figure 1 The position of strain gauges and LVDT 4. RESULT AND DISCUSSION 4.1. Flexural Strength Test For the research, flexural strength test is based on BS EN :2009 that specified on testing flexural strength of hardened concrete specimens as indicated in Figure 2. The test only focus on concrete beam to overcome failure in bending. Flexural bending test or the modulus of rupture are the ability of materials to sustain apply load that is usually horizontal loading until the structure fracture or yield. Tensile stress was happening in convex side of the specimen while compression stress happens in concave side of specimen when flexure test was applied on specimen. This causes an area of shear stress along the midline of specimen. Minimized the shear stress can ensure the primary failure comes from tensile or compression stress. It can be achieved by controlling the span to depth ratio. As a result of four point bending test, the ultimate load capacity, the load versus displacement curve, the strain distribution curve, the stress strain relationship curve and the stress distribution curve were determine and discuss in this section editor@iaeme.com

5 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin Figure 2 Four points bending test 4.2. Load Vs Displacement According to the bending test, data of load and deflection of control beam and both specimens were obtained and recorded as in Table1. Flexural strength of reinforce concrete beam depend on the performance of steel reinforcement as steel reinforcement function to cater the tensile stress in the beam due to bending. The performance of steel reinforcement can be affect due to presence of salt water. Therefore, by installing the CFRP plate can improve the flexural strength of beam that had been exposed to salt water. Table 1 Load and deflection Type of Beam Ultimate Load(KN) Displacement(mm) Percentage Different (%) Control Beam (B1) Double Vertical Plate (B2) Horizontal Beam (B3) Rod Beam (B4) Figure 3 Load versus displacement distribution Table 1 shows that control beam gave higher value of displacement compare to the three other beams where have been strengthened by the CFRP using Near Surface Mounted (NSM) method. As the loading applied to the control beam is increasing, the deflection results rapidly increase until break point happened. Table 1 designates the three beam where has been strengthened by CFRP rod could sustain high loading compare to the control beam. Other than that, the CFRP rod beam gave the lowest deflection value at the ultimate load compare to the control beam and other two beams with CFRP. However, the other two beams with CFRP editor@iaeme.com

6 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure could sustain more deflection than control beam as shown in Figure 3. This verifies that the CFRP can act as one of the strengthening materials that could improve the concrete flexural performance even with the presence of salt in the beam. CFRP could help to resist the tension failure in the beam and at the same time would help to increase the strength of the beam Load Versus Strain In this research, three samples of beam were tested and strain gauge were install at surface of concrete, steel and CFRP to measure the strain of the beam samples. The strain used to determine the deformation of the material of the RC beam. Figure 4 until 6 shows the load versus strain for control beam, second beam, and third beam. The concrete, steel and FRP plate strains were measured as close as possible to near ultimate load. In case of control beam without strenghtening with CFRP plate, only steel and concrete strain curve was plotted. The negative strain values indicates the compression strain and positive strain values represents tension strain. For control beam, it only determine the strain for concrete and steel reinforcement when load is applied. The graph of strain for control beam have same pattern which increase proportionally as the load applied increases. The highest load recorded for the control beam can sustain was kN. For the steel strain SG 4 and SG 5, the strain increase almost linearly until the load reaches kN before it sudendly yielded at strain of µm/m and µm/m. While for concrete strain SG 6, SG 7 and SG 8, it can carry load before it failed at kN with strain µm/m, µm/m and µm/m. The graph load versus strain show the strain for the control beam behave at different manner at the beginning. For steel strain SG 4 and SG 5, the behavior are similar, which is approximately proportional until it reach maximum point. The steel behave in tension at the beginning until it reach the maximum point. While the strain in concrete behave in tension and compression. At SG 6, the concrete strain behave in compression at the beginning until it fail and suddenly behave in tension after it fail. For SG 7 and SG 8, the concrete undergo tension. For B2, the strain reading was increasing in small interval. It is different from strain gauge 2 and 3 where the strain value increased rapidly and reached µm/m and µm/m respectively at the ultimate loading which is kn. This can conclude, the CFRP plate can reach the maximum ultimate loading without failed it performances as it does not reached the ultimate strain. Referring to figure 4, both strain gauges gave quite same value of the strain. It shows when the loading reached maximum ultimate loading, kn, the steel starting to change from elastic state to plastic state with value of µm/m and µm/m for strain gauge 4 and 5. However, the steel start to fail and fracture at 80.9 kn regarding to the high tension applied. Based on the figure 4, strain gauge 6, 7 and 8 has been placed and connected to the surface of the concrete. Strain gauge 6 increasing in negative direction which means it experienced compression strain. The loading started to decrease at maximum tensile strength which was µm/m and results the strain value increasing towards positive direction. For strain gauge 7, it supported the tension strain as it is located in between strain gauge 6 and 8 where the strain value in the graph increasing positively and reached maximum ultimate tensile strength at µm/m. For B3, the elastic state started when it reached kn loading with µm/m. It took longer time before it started to break. However, for the strain gauge 2 where located mm from the center results higher strain value at the ultimate loading which is µm/m. Nevertheless, the strain gauge 3 where located at the center of the loading applied reached higher value of strain which is µm/m. In conclusion, the value of editor@iaeme.com

7 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin strain which is nearer to the loading area located results higher value of strain regarding to the tension that occur is higher. Referring to figure 5, the strain value increasing as the loading increase and the loading started to decrease when it reached the ultimate loading, kn. Both strain gauges placed at the bottom of the steel reinforcement. The loading of strain gauge 4 started decrease when the value of strain was µm/m and µm/m for strain gauge 5. The strain gauge 5 where the reinforcement started to break when reached the ultimate loading and achieved more than µm/m of strain value. This was may be because of the steel reinforcement experienced high tension force which the steel cannot sustain and it started to crack slowly. Figure 5 shows the three locations of strain gauges at the bottom, middle and top of the concrete surface. The strain value of strain gauge 6 increasing negatively as it experienced compression more than tension because of located at top position of the beam. It reached maximum ultimate loading at kn with -385 µm/m value of strain. For the strain gauge it act as neutral axis where it facing compression and tension equally as it located at the middle of the concrete and for the strain gauge 8, it results in good tension resistance as the strain value is increasing positively and reach the maximum ultimate loading at 727 µm/m. For B4, the elastic state started to change when it reached kn loading with µm/m. It took longer time before it started to break. However, for the strain gauge 2 where located mm from the center results higher strain value at the ultimate loading which is µm/m. Nevertheless, the strain gauge 3 where located at the center of the loading applied reached higher value of strain which is µm/m. In conclusion, the value of strain which is nearer to the loading area located results higher value of strain regarding to the tension that occur is higher. Referring to Figure 7, the strain value increasing as the loading increase and the loading started to decrease when it reached the ultimate loading, kn. Both strain gauges placed at the bottom of the steel reinforcement. The loading of strain gauge 4 started decrease when the value of strain was µm/m. However, for strain gauge 5 where the reinforcement started to break and change from elastic to plastic when reach the ultimate loading and close to µm/m of strain value. This was may be because of the steel reinforcement experienced high tension force which the steel cannot sustain and it started to crack slowly. Figure 7 shows the three locations of strain gauges at the bottom, middle and top of the concrete surface. The strain value of strain gauge 6 increasing negatively as it experienced compression more than tension because of located at top position of the beam. It reached maximum ultimate loading at kn with µm/m value of strain. For the strain gauge 7 it act as neutral axis where it facing compression and tension equally as it located at the middle of the concrete and for the strain gauge 8, it results in good tension resistance as it increasing positively and reached the maximum ultimate loading at µm/m. Figure 4 Load vs stress for control beam (B1) editor@iaeme.com

8 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure Figure 5 Load vs stress for beam with double vertical plate (B2) Figure 6 Load vs stress for beam with horizontal plate (B3) editor@iaeme.com

9 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin Figure 7 Load vs stress for beam with horizontal plate (B4) 4.4. Stress Versus Strain Stress and strain relationship can describe the performance of a structure under certain loading. The stress of the structure will be increase proportionally direct to the strain. Figure 8 until Figure 11 show the stress and strain graph for the four beam samples which are control beam (B1), beam with double vertical plate (B2), beam with horizontal plate (B3) and beam with rod plate (B4). For beam with double vertical plate, the maximum stress obtained for CFRP plate is N/mm2, N/mm2 and /mm2 at strain of , and Based on the stress against strain distribution CFRP in Figure 7, the maximum stress value is not over the maximum tensile strength for the CFRP which is 3000N/mm2. The CFRP plate still not fail under the maximum load and the bonding of CFRP plate with concrete happen after the beam fail. Besides that, for the steel in the beam, the maximum stress at which the beam fail at N/mm2 and N/mm2 and strain of and which over the maximum tensile strength of steel that is 460N/mm2. So, this indicates that the steel in the second beam was yielded when the load applied reach the maximum load. For the concrete in the beam, the maximum stress-strain values are N/mm2, N/mm2 and 9.92 N/mm2, and strain of , and Concrete does exceed the maximum compressive strength of concrete that is 30 N/mm2, so it has fail due to compressive and tensile stress as shown in Figure 7. For beam with horizontal plate, the maximum stress obtained for CFRP plate is N/mm2, N/mm2 and /mm2 at strain of , and Based on the stress against strain distribution CFRP in Figure 8, the maximum stress value is not over the maximum tensile strength for the CFRP which is 3000N/mm2. The CFRP plate still not fail under the maximum load and the bonding of CFRP plate with concrete happen after the beam fail. Besides that, for the steel in the beam, the maximum stress at which the beam fail at N/mm2 and N/mm2 and strain of and which over the maximum tensile strength of steel that is 460N/mm2. So, this indicates that the steel in the B editor@iaeme.com

10 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure was yielded when the load applied reach the maximum load. For the concrete in the beam, the maximum stress-strain values are N/mm2, N/mm2 and N/mm2, and strain of , and Concrete does exceed the maximum compressive strength of concrete which is 30 N/mm2, so it has fail due to compressive and tensile stress as shown in Figure 8. Last but not least, for beam with rod plate, the maximum stress obtained for CFRP plate is N/mm2, N/mm2 and 72.6 /mm2 at strain of , and Based on the stress against strain distribution CFRP in Figure 9, the maximum stress value is not over the maximum tensile strength for the CFRP which is 3000N/mm2. The CFRP plate still not fail under the maximum load and the bonding of CFRP plate with concrete happen after the beam fail. Besides that, for the steel in the beam, the maximum stress at which the beam fail at N/mm2 and N/mm2 and strain of and which does not over the maximum tensile strength of steel that is 460N/mm2. So, this indicates that the steel in the B4 wasn t yielded when the load applied reach the maximum load. For the concrete in the beam, the maximum stress-strain values are N/mm2, N/mm2 and N/mm2, and strain of , and Concrete does exceed the maximum compressive strength of concrete which is 30 N/mm2, so it has fail due to compressive and tensile stress as shown in Figure 9. Figure 8 Stress vs Strain for control beam (B1) Figure 9 Stress vs Strain for beam with double vertical plate (B2) editor@iaeme.com

11 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin Figure 10 Stress vs Strain for beam with horizontal plate (B3) Figure 11 Stress vs Strain for beam with rod plate (B4) 5. MODE OF FAILURE After all the beam has been tested on the flexural strength by applying the maximum ultimate loading, the beam will reach it break point and fail. The mode of failure can be analyses by observing the crack pattern. The crack started occurred regarding the increasing load that had been applied to the beam. The failure of mode is the beam started to crack from the bottom of the beam concrete and continuously reach to the top of the beam. This is regarding to the

12 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure tension that be sustain at the bottom of the beam is higher compare to the tension at the top of the beam. The crack occurred at the front of the beam where it shows the weakest part of the beam has been illustrated in Figure 12 until 15. Figure 12: Failure mode of the control beam (B1) Figure 13: Failure mode of the beam with double vertical Plate (B2) Figure 14: Failure mode of the beam with horizontal Plate (B3) Figure 15: Failure mode of the beam with rod bar (B4) 6. CONCLUSIONS The flexural strength test method helps to measure the behaviours of the beam concrete when it subjected to the bending force. From this test, it helps to analyse the steel and concrete state of failure whether it is elastic deformation, plastic deformation, yield state and fracture. It is also widely used to analyze the material that difficult to be tested on the tensile behaviour. In this case study, it can conclude that CFRP can be used as one of the effective materials that can increase the flexural strength of the steel reinforcement beam by using NSM method

13 Amiruddin Mishad, Mohd Hisbany Mohd Hashim, Azmi Ibrahim and Shahirah Binti Saidin Beam with CFRP helps in enhance the performance of the beam by resulting lesser value of deflection compare to the control beam. Even though the beam with CFRP has been exposed to the salt water, it still gave the lower deflection value compare to the control beam. From the study, it can be conclude that CFRP rod is more effective where it could achieved higher value of ultimate load compare to double vertical and horizontal plate after been submerged in saltwater. The decreasing of ultimate load value may result from the contaminants of salt water within three months. However, the strengthened method success as it can reduce the deflection of the beam even the beam has been exposed to the salt water. Other than that, the beam with CFRP produce significantly increase yield thus resulting in higher ductility behavior. Moreover, it is not only help to increase the durability of the beam, but CFRP also act to increase the bending stiffness and in the other hand, improves the mechanical behaviour of the strengthened members. In short, the flexural strength of beam that strengthened with CFRP is higher than normal reinforced beam regarding to factors of CFRP s advantage which is one of them is corrosion resistance. 7. RECOMMENDATION The test conducted on CFRP beams can be obtain in various result where the different grades of steel and concrete been tested. It may help student to understand more on the type of steel grades and concretes that may affect the performance of the beam and concrete itself. These study focus on the bending and deflection of the beams. Thus, to improve the quality of research, the shear and torsional of the beam can be included in the result. Other than that, faculty of Civil Engineering, UiTM should provide IBS steel formwork where it can help researcher to reduce the time. From the point of researcher s view, it can make the work more efficient and reducing the time. The duration of conducting the test was too short and more studies need to be carry out in order to determine what happen to the beam strength if the time extended to 1 year as in the real world, 3 months is not sufficient enough to determine the strength performance. ACKNOWLEDGMENTS This work was supported in part by LESTARI under Grant Nos. 600-RMI/DANA 5/3/LESTARI (2/2016). The authors wish to express their appreciation to Universiti Teknologi MARA, providing the facilities assistance for successfully accomplishment of this research study. REFFERENCES [1] AC1 (1 995). State-of-the-Art Report on Fiber Reinforced Plastic (FRP) Reinforcement for Concrete Structures. [2] A.H. Al-Saidy. (2007). Construction and Building Materials. Strengthening of steel concrete composite girders using carbon fiber reinforced polymer plates, 95 (21), pp [3] Banthia N. and MacDonaId R. (1996). Durability of Fiber-Reinforced Plastics and Concretes, Part 1:Durability of Components. Submitted to ACMBS Network of Canada, 25 p. [4] BS EN :2009. Testing hardened concrete. Flexural strength of test specimens. standard by British-Adopted European Standard editor@iaeme.com

14 Bending Performance of RC Beams Strenghtened with Near Surface Mounted Carbon Fiber Reinforced Polymer (CFRP) Plate or ROD Under Long Term Saltwater Exposure [5] EN (2004) (English): Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings [Authority: The European Union Per Regulation 305/2011, Directive 98/34/EC, Directive 2004/18/EC] [6] J John F Mann PE (1993). State-of-the-Art Report on Continuous Fiber Reinforcing Materials, Research Cornmittee on Continuous Fiber Reinforcing Materials, Japan Society of Civil Engineers, Tokyo. [7] L. De Lorenzis and A. Nanni. (2001) ACI Struct J. Shear strengthening of reinforced concrete beams with NSM fiber-reinforced polymer rods, 98 (1), pp [8] Suki, Nauwal, Mohd Hisbany, Mohd Hashim, and Afidah Abu Bakar (2014). Flexural Performance of RC Beams Under Tropical Climate Effect, (2014) editor@iaeme.com