Carbon Fiber Reinforced Polymer Bars Research Articles

Influence of high temperatures on the bond between carbon Fibre-Reinforced polymer bars and concrete

The effect of corrosion on reinforced concrete structures can lead to significant economic losses. Therefore, steel bars used in the concrete structures must be replaced with a different material that can withstand water contact without causing corrosion and can ensure the safe operation of the structure during its lifespan, even in adverse weather. Carbon-fibre-reinforced polymer (CFRP) bars are one of the materials that can replace steel bars and they have already been applied as a substitute previously. This study analyses the bonding of these bars with concrete at high temperatures and for longer time periods. It presents an experimental plan that involves a series of pullout trials at different ages, days, and thermal conditions in CFRP rods either treated with ribbed steel bars or that underwent sand-ribbed surface treatment. Some compression tests for each mixture were performed at the same ages and temperatures as the experimental plan in pullout to determine the influence of high temperatures on concrete. The study completed with some complementary tests on the CFRP rods using optical microscopy, scanning electron microscopy (SEM), and atomic force microscopy (AFM), from the evaluated pullout samples. The high temperature significantly affected the ribbed CFRP bars by diminishing their bond stress and did not affect the sanded CFRP bars. This uneven behaviour and the influence of high temperature on concrete resistance at the age of 180 d is justified.

Numerical Assessment of Reinforced Concrete Beams Strengthened with CFRP Sheets under Impact Loading

This paper investigates numerically the behavior of Reinforced Concrete (RC) beams, strengthened using Carbon Fiber Reinforced Polymers (CFRP) sheets, subjected to impact loading. Three-dimensional finite element analysis was performed and its results were verified against experimental ones available in the literature showing good agreement. Then, a comprehensive parametric study was performed to investigate the effect of studied parameters on the strengthened RC beams. The main studied parameters were type and size of reinforcing bars, geometric characteristics of externally bonded CFRP sheets (width, length, and thickness), impact velocity, and the position of the impactor with respect to the beam. Results showed that the use of externally bonded CFRP sheets enhanced the beam capacity and failure mode, and reduced the mid-span deflection. Moreover, a reduction in the mid-span deflection was observed due to the use of CFRP bars as internal reinforcement. On the other hand, the deflection was increased due to the increase of the impact velocity, and the change of the impact load position.

Serviceability performance of fiber-reinforced lightweight aggregate concrete beams with CFRP bars

Six lightweight aggregate concrete (LWC) beams reinforced with carbon fiber–reinforced polymer (CFRP) bars were tested under a four-point bending load with different steel fiber contents, reinforcement ratios, and clear span lengths to investigate their flexural behavior and serviceability performance. The test results showed that using steel fiber–reinforced lightweight aggregate concrete (SFLWC) and increasing the reinforcement ratio enhanced the serviceability performance of the beams. The incorporation of 0.6% by volume of steel fibers reduced the midspan deflection by 22.70%–36.87% at the same load level in service stage. At service load, all the CFRP-reinforced beams exhibited conservative deflections when compared to the deflection limits recommended by ACI 440.1 R and GB 50608, and satisfied the crack width limit of 0.7 mm. Comparing the measured maximum crack widths with the corresponding predictions revealed that the bond-dependent coefficient value of 1.4 specified in ACI 440.1 R was reasonable yet conservative. Moreover, an energy-based method was adopted to quantify the influence of the fibers on the beam stiffness. On this basis, a rational deflection model for SFLWC beams reinforced with CFRP bars was suggested.

Experimental and theoretical research on bond performance between CFRP bar and concrete under monotonic and reversed cyclic loading

To investigate the bond-slip behaviour between carbon fibre-reinforced polymer (CFRP) bars and concrete, bond stress-slip tests under monotonic loading and reversed cyclic loading were conducted on specimens with different concrete compressive strength, diameters of CFRP bar and embedment lengths. The bond stress-slip performance and bond failure mechanism were analysed. Results showed that with the increasing of concrete compressive strength, the maximum bond stress increased; with the decreasing of diameter of CFRP bar or embedment length, the maximum bond stress increased. For the specimens with the same concrete compressive strength, diameter of CFRP bar and embedment length, the maximum bond stresses under reversed cyclic loading were less than that under monotonic loading. Based on the test data of the specimens with different concrete compressive strengths, diameters of CFRP bar and embedment lengths, the formulae of bond stress-slip curves under monotonic loading, skeleton curves under cyclic loading and feature points in bond stress-slip hysteretic curves were carried out by data fitting. At last, analytical bond stress-slip models of CFRP bar in concrete were proposed, which were suitable for calculating the bond stress-slip curves under both monotonic and reversed cyclic loading. The comparisons between the proposed models and test curves proved that the proposed models could accurately predict the bond stress-slip curves.

Punching Shear Resistance of Flat Slabs Strengthened with Near Surface–Mounted CFRP Bars

Abstract This paper presents the effectiveness of strengthening slab–column connections against punching shear failure with near surface–mounted (NSM) carbon fiber–reinforced polymer (CFRP) bars. T...

Bond properties between smooth carbon fibre-reinforced polymer bars and ultra-high performance concrete modified with polymeric latexes and fibres

This paper assesses the benefits of styrene-butadiene rubber (SBR), steel fibres (SF), and polypropylene fibres (PPF) to mitigate the brittle failure and drop in bond properties due to smooth surface geometries of carbon fibre-reinforced polymer (CFRP) bars embedded in ultra-high performance concrete (UHPC). A ready-to-use UHPC was employed to determine the bond stress vs. slip properties of CFRP and deformed steel bars. Test results showed that the incorporation of SBR is beneficial to alleviate up to 20% the detrimental effect of smooth CFRP geometry, which was attributed to enhanced adhesion along the spiral wounds. The ultimate bond improved by 45% and 87% when 1% of either PPF or SF was added, respectively, given the fibre bridging effect that limits the formation of radial cracks. Also, the ductility improved with fibre additions, reflecting their beneficial role for better transmitting the stresses along the cementitious matrix. The experimental bond strengths determined from the UHPC-Steel specimens are 3- and 3.5-times higher than those computed from EC2 and ACI 318-19 code provisions, respectively. Yet, such ratios dropped to 1.3- and 1.5-times for the CFRP bars, given their lower shear and lug indices that reduced the interaction with surrounding UHPC.

Experimental research on the seismic properties of shear wall reinforced with high‐strength bars and magnetorheological dampers

Magnetorheological (MR) damper was a kind of smart instrument, and it was very suitable for the semi-active control. In this research, a large-scale MR damper working in the shear mode of the MR fluid was developed to enhance the mechanical properties of the shear wall. The influence of MR damper on the mechanical properties of the shear walls, such as stiffness, strength, ductility, and the energy dissipation capacity, had been researched. Firstly, both the model of MR damper and shear wall were established to optimize the properties of the MR damper and shear wall. Then, three different concrete shear walls were fabricated, which were reinforced by carbon fiber-reinforced polymer (CFRP) bars (W-1), CFRP bars and MR dampers (W-2), and steel strands and MR dampers (W-3), respectively. The mechanical properties of the specimens were experimentally researched and analyzed. The experimental results showed that the ductility, the ability to bear external loads, stiffness, and energy dissipation capacity of the shear walls could be enhanced by the MR damper simultaneously. Compared with W-1, the ductility, the ability to bear external loads, ultimate deformation, and energy-dissipation capacity of W-2 increased by 4.1%, 26.8%, 83.9%, and 35.8%, respectively. The residual deformation of the three shear walls was almost the same. The results indicated that the MR damper could enhance the mechanical properties of the shear walls and had no influence on the self-centering capacity of the shear walls at the same time.

Tensile Testing of Carbon FRP (CFRP) and Glass FRP (GFRP) Bars: An Experimental Study

Abstract The available ASTM recommends grout-filled steel tube anchors (STAs) for the tensile testing of 6.4- to 32-mm-diameter glass fiber-reinforced polymer (GFRP) bars and a 9.5-mm-diameter carbon FRP (CFRP) bar. The available ASTM provides minimum STA dimensions for tensile testing of the FRP bars. However, because of the large variations in the FRP bars, the exact STA dimensions for successfully testing the FRP bars in tension vary significantly and depend on the type and diameter of the FRP bar. In this experimental study, tensile testing of 9- and 15-mm-diameter CFRP bars and a 15.9-mm-diameter GFRP bar was successfully conducted using cement grout–filled STAs. For the 9-mm-diameter CFRP bar, a STA of 31.8-mm outer diameter (OD), 17.6-mm inner diameter (ID), and 460-mm anchorage length (La) was used. For the 15-mm-diameter CFRP bar, a STA of 46.3-mm OD, 27.1-mm ID, and 600 mm La was used. For the 15.9-mm-diameter GFRP bar, a STA of 46.3-mm OD, 27.1-mm ID, and 460-mm La was used. This study investigated the effect of anchorage length of STAs, number of sand coat layers, and grout age on the tensile stress–strain response of the FRP bars. The experimental results showed that increasing the anchorage length of STAs and the number of layers of sand coating improved the frictional resistance between the FRP bars and the surrounding cement grout, which resulted in rupturing of the FRP bars. The experimental results showed that FRP bars with grout-filled STAs tested at 3 days of casting failed by the rupturing of FRP bars, whereas FRP bars with grout filled STA tested at 28 days of casting slipped out from STAs during the tensile test.

Cyclic behaviour of UHPC columns with hybrid CFRP/Steel reinforcement bars

A new type of reinforced concrete column with ultra-high-performance concrete (UHPC) and hybrid carbon fibre-reinforced polymer (CFRP) and steel bars is proposed in this paper. The CFRP bars with an excellent linear elastic property are used in the columns to enable the expected self-centring capacity. Steel bars with good plastic properties and high ductility UHPC were used to maintain the high energy-dissipation capacity of the columns. Four UHPC columns were tested under reversed cyclic lateral loading; the behaviour of the UHPC columns with hybrid CFRP/steel reinforcement bars was analysed numerically using OpenSees, and the influences of the CFRP bars and axial-load ratio on the seismic behaviour of the columns were analysed. The results indicate that the strain in the longitudinal bars at the ultimate state is a crucial criterion for determining the effectiveness of the CFRP bars. The UHPC columns with the hybrid CFRP/steel reinforcement exhibit both excellent self-centring capacity and good energy dissipation when the design axial-load ratio is less than 0.7. The replacement ratio of the CFRP bars is suggested to be 1/3–2/3 so that the self-centring and energy-dissipation capacity of the UHPC columns with hybrid CFRP/steel reinforcement bars can be balanced.

Experimental and numerical studies on seismic performance of rectangular concrete columns reinforced by CFRP bars with different ratios and positions

In order to investigate the impact of Carbon Fibre-reinforced Polymer (CFRP) bar replacement ratio, CFRP bar position, and axial compression ratio on the seismic performance of concrete column, 8 specimens with the same geometry and reinforcement ratio but different CFRP bar replacement ratios and positions were constructed, and then tested under combined lateral low cyclic reversed load and different axial compression ratios. The seismic performances, such as failure mode, hysteretic behavior, and self-centering capacity were researched based on the test results. Furthermore, a numerical analysis model was built by OpenSees program to predict the seismic performance of the specimens, and then verified by comparing with experimental results. The results show that: (1) The peak lateral load of the columns increased with the increase of CFRP bar replacement ratio, and residual drift ratio decreased with the increase of CFRP bar replacement ratio. (2) The energy dissipation coefficients of all columns were inversely proportional to CFRP bar replacement ratio under the same axial compression ratio. (3) The peak lateral load and energy dissipation capacity of the specimen under the compression ratio of 0.3 were greater than that under the compression ratio of 0.15. (4) The failure modes of specimens reinforced with CFRP bars were characterized by compressive rupture of CFRP bars at drift ratio larger than 4%. (5) The numerical analysis results were in good agreement with the experimental results, and the numerical analysis model is able to take into account the effect of CFRP bar replacement ratios, CFRP bar positions, and axial compression ratio on the seismic performance of the specimens.

Experimental Study on Bond Performance of Carbon- and Glass-Fiber Reinforced Polymer (CFRP/GFRP) Bars and Steel Strands to Concrete.

FRP bars and steel strands are widely used in civil engineering. In this study, three different types of high-strength reinforcement materials, carbon fiber reinforced polymer (CFRP) bar, glass fiber reinforced polymer (GFRP) bar, and steel strand, were investigated for their interfacial bond performance with concrete. A total of 90 sets of specimens were conducted to analyze the effects of various parameters such as the diameter of reinforcement, bond length, the grade of concrete and stirrup on the bond strength and residual bond strength. The results show that CFRP bars possess a higher bond strength retention rate than steel bars in the residual section. In addition, with the increase in bond length and diameter of the CFRP bar, the residual bond strength decreases, and the bond strength retention rate decreases. Furthermore, the bond strength retention rate of GFRP bars was found to be higher than that of CFRP bars. With the increase in grade of concrete, the bond strength and residual bond strength between GFRP bars and concrete increases, but the bond strength retention rate decreases. With an increase in bond length and diameter of the GFRP bar, the bond strength starts to decrease. Further, stirrup can also increase the bond strength and reduce the slip at the free end of GFRP bars. Moreover, the bond strength retention rate of the steel strand was found to be lower than CFRP and GFRP bar.

Flexural behavior of RC continuous T-beams reinforced with hybrid CFRP/ steel bars (experimental and numerical study)

This study presents experimental and numerical investigations to understand the response and failure of hybrid RC continuous T-beams reinforced in flexure by both Carbon Fiber Reinforced Polymer (CFRP) bars and steel bars at sagging and hogging regions. Three RC continuous T-beams were constructed experimentally and studied to discuss three parameters which are the type of reinforcement material, the relation between sagging and hogging reinforcement, and the moment redistribution. The control beam was reinforced with steel rebars that have been designed to fail in flexure. The second beam was reinforced with hybrid CFRP/ steel bars at the sagging and hogging regions. The sagging region of the third one was reinforced with steel bars while the hogging region was reinforced with CFRP bars. All critical sections at the tested specimens are designed to have the same axial stiffness for the reinforcement bars. Experimental results revealed that the moment redistribution ratio and mode of failure depend on the type of reinforcement bars and using the hybrid bars at both critical regions helped to control the serviceability limits of the beams.This study also suggests and validates a 3D numerical model to simulate the performance and failure of hybrid reinforced RC continuous T-beams using the finite element (FE) software “ANSYS”. The results agreed with the experimental observations that indicated significant effect of the type of reinforcement material at sagging and hogging regions on the failure mode and the redistribution of the moment of the RC continuous beams.

Numerical analysis of one-way continuous slab with partial corrosion strengthened with deferent material

This paper investigates numerically the combined effects of a construction joint and reduction in the cross-section area of negative reinforcement in one-way continuous slab on the structural behavior and the efficiency of three types of strengthens techniques. In this paper, the modles were greated by ABAQUS (software) is used to numericaly represent the specimens and simulate the applied loading. This numerical study's models represent six one-way continuous slabs, as a part of a expermentail study. The specimen's dimensions were (2200 mm in length, 500 mm width ,and 100 mm thickness). Five of the six models had a vertical construction joint and reduced the negative reinforcement steel bars' cross-sectional area. The sixth specimen used as refreance. The proposed strengthening technique were: Carbon fiber Reinforced Polymers strips, 6 mm Carbon fiber Reinforced Polymers bars Near Surface Moutain technique and steel plates. All the proposed strengthening's applied to the tension side on the top face at the internal support. The program outcomes are represented visually as stresses distribution diagrams,load-deflection curves, and cracks pattern. The results from the numerical analysis compared to the experiment results. In the experiment, the reduction in the cross-section area resulting from partial corrosion happened in one span due to the outdoor atmosphere's exposure because of the stoppage in the concrete pouring, which also resulted in forming the construction joint. The results highlighted the construction joint's effect and the steel cross-sectional area reduction on the ultimate load and the deflection. The proposed strengthening methods improved the member's overall responses, and There was a good convergence between the numerical and experimental works that verify the specimens' observed behavior.

NUMERICAL SIMULATION AND PERFORMANCE EVALUATION OF BEAM COLUMN JOINTS CONTAINING FRP BARS AND WIRE MESH ARRANGEMENTS

This research paper aims at a detailed study of the seismic performance of reinforced concrete Beam-Column Joint (BCJ) under quasi-static cyclic loading. Firstly, the numerical simulations of the previously experimented specimen have been performed by Finite Element Method (FEM) using ABAQUS 6.14. Secondly, the parametric study has been conducted for the validated model by the introduction of Fiber Reinforced Polymer (FRP) bars in the form of Carbon Fiber Reinforced Polymer (CFRP) and Glass Fiber Reinforced Polymer (GFRP). An investigation has also been carried out to study the effect of T-304 Stainless Steel Wire Mesh (SSWM) on the strengthening of the finite element numerical model. Ten different numerical models were evaluated which included two sets, the first set includes five models having a control model and the models in which the steel reinforcement was partially or full replaced by CFRP and GFRP bars, the next set contains further five models in which stainless-steel wire mesh was wrapped around the core concrete in the aforementioned models. The results show the evidence for GFRP bars to be used in seismic designing, as have shown an almost 100% increase in deflection with the requisite amount of energy dissipation and ultimate strength capacities. Furthermore, the crack initiation was delayed by 30-40% in terms of deflection when stainless-steel wire mesh was used which controls the damage in the critical zone of BCJ. The prime factors in controlling the crack pattern, energy dissipation, ultimate strength and deflection capacity of beam-column joint were the position of FRP bars, reinforcement ratio, dimensions of beam-column joints and the available economy.

Comparative study of the flexural behavior of steel fiber-reinforced lightweight aggregate concrete beams reinforced and prestressed with CFRP tendons

A comparative experimental investigation of flexural behavior of lightweight aggregate concrete (LWC) beams reinforced and prestressed with carbon fiber reinforced polymer (CFRP) bars was presented and an unbonded prestressing anchorage system for CFRP tendons was introduced. A total of four beams prestressed with unbonded CFRP bars and four reinforced with CFRP bars were tested under four-point bending, taking into account the effect of steel fiber content and clear span length. Based on the experimental results, the application of prestressing force and the addition of steel fibers reduced the deflection and crack width of the beams. The larger clear span length resulted in wider crack width and lower tendon stress increment in the prestressed specimens. A geometry-based model was proposed to calculate the tendon stress increment in terms of deflection. Accordingly, decomposing analytical procedure into a bonded beam analysis and an unbonded member analysis, an iterative algorithm for the deflection of beams prestressed with unbonded FRP tendons was developed. The proposed models yielded reasonable stress increment and deflection predictions at service load level.

Evaluation of the compression strength performance of fiber-reinforced polymer (FRP) and steel-reinforced laminated timber composed of small-diameter timber

Laminated timber composed of small-diameter timbers reinforced with a steel bar and fiber-reinforced polymer (FRP) were fabricated to satisfy the seismic design performance level of wooden columns, and their compression strength performance was evaluated. The experimental results showed that the average compression strength of the specimen reinforced with a CFRP (Carbon FRP) bar increased by approximately 7% compared to that of the control. The average compression strengths of the specimens reinforced with a GFRP (Glass FRP) bar and a steel bar increased by 38 and 37% compared to that of the control, respectively. The unreinforced control column specimens showed a diagonal failure tendency due to the fiber slope angle, and the wood part of the reinforced specimens showed a failure mode with suppressed diagonal fracture. The average strength of the column reinforced with a CFRP plate increased by approximately 6%, but the average strength of the column reinforced with a GFRP plate decreased by approximately 5%. A comparison of the measured and predicted compression strengths of the specimens showed that the strength differences of all the specimens except the specimen reinforced with a GFRP plate were good (2 to 10.4%).

Comparative study on the flexural strengthening of RC beams using EB CFRP sheets, NSM CFRP bars, P-SWRs, and their combinations

The externally bonded (EB) carbon fiber reinforced polymer (CFRP), near-surface-mounted (NSM) CFRP and the prestressed steel wire ropes (P-SWRs) has been proven to be feasible and reliable flexural strengthening methods for concrete structures. However, debonding issues in EB CFRP sheets (or NSM CFRP bars) and space requirements for edge and spacing clearance of NSM CFRP bars (or P-SWRs) has limited the application of these three strengthening techniques. Therefore, the combinations of these methods need to be investigated and clarified. In this paper, experimental investigations on the flexural performances of seven concrete beams are presented, in which three of the beams were separately strengthened with EB CFRP sheets, NSM CFRP bars, and P-SWRs, respectively, and three of the beams were combinedly strengthened with two of the three techniques. Test results demonstrated that the flexural performances of beams strengthened with the combination with EB CFRP sheets, NSM CFRP bars, and P-SWRs are between the flexural performances of the beams strengthened with the corresponding individual strengthening techniques. It is found that the P-SWRs is favorable for combinations. In case the P-SWRs was combined with EB CFRP sheets or NSM CFRP bars for strengthening, the cracking load was increased to more than 230% and the maximum ultimate load-bearing capacity was increased to 150% when compared with the control beam. The debonding which occurred more or less in the beams strengthened with EB CFRP sheets or NSM CFRP bars or their combination was successfully eliminated by using the combination strengthening technique with P-SWRs. Also, the combination of P-SWRs with EB CFRP sheets or NSM CFRP bars is also favorable to improve the ductility of strengthened beams.

Seismic behavior of precast segmental bridge columns reinforced with hybrid FRP-steel bars

Precast segmental bridge columns (PSBCs) are a key component in accelerated bridge construction. In order to advance the technology and improve their seismic resistance, this paper presents research on an innovative PSBC system that incorporates both fiber-reinforced polymer (FRP) bars and steel bars as longitudinal reinforcement. The system, which is referred to as an FRP-steel reinforced PSBC (FSR-PSBC), utilizes hybrid FRP-steel bars to increase the post-yield stiffness and to decrease the post-earthquake residual drift. The first part of the paper presents the results of cyclic loading tests of large-scale PSBC systems. Several important trends were observed. (1) Compared to traditional steel-reinforced PSBCs, the post-yield stiffness ratio of the FSR-PSBC system increased by up to 93%, while the residual drift ratio reduced by 68% at a large drift of 4%. (2) The FSR-PSBC specimens exhibited energy dissipation capacities comparable to their steel-reinforced counterparts. (3) Carbon FRP bars of the hybrid reinforcement significantly contributed to the increase of the post-yield stiffness and self-centering ability of the FSR-PSBC system. The second part of the paper presents a design-oriented analysis of the test results. Three possible compression-bending failure modes of the FSR-PSBC system are proposed and a desired ductile failure mode was established. Then, three damage limit states within the ductile failure process were defined in terms of the responses of materials, displacement and residual drift. The analysis presented paves the way for the development of a performance-based seismic design method for an FSR-PSBC system.

Elevated temperature response of RC beams strengthened with NSM FRP bars bonded with cementitious grout

This paper presents the results of 12 tests on small-scale reinforced concrete beams strengthened in flexure with a single NSM carbon FRP bar. The used FRP bar is a novel commercial bar with high values of glass transition Tg and decomposition Td temperature to improve the performance of the strengthening system at elevated temperature. The FRP is bonded using a cementitious grout rather than an epoxy adhesive. Flexural tests were performed at both ambient and elevated temperatures on both un-strengthened and strengthened beams. Tests at elevated temperature were performed using propane-fired radiant panels, rather than a fire testing furnace, in two heating configurations (localised heating near midspan only and global heating over the entire bonded length of the FRP systems).This paper also shows the results of Dynamic Mechanic Analysis (DMA), Thermogravimetric Analysis (TGA) and Differential Scanning Calorimetry (DSC) tests conducted on the CFRP. The results of thermal conductivity tests of CFRP and cementitious grout, and tests conducted to define the mechanical properties of concrete, steel bars, cementitious grout and CFRP bar are discussed herein.The flexural tests demonstrated the grout-bonded NSM CFRP strengthening system’s ability to maintain structural effectiveness at temperatures up to about 600 °C with adequate anchorage. However, similar tests with an epoxy adhesive are needed before the novel system can be confidently stated as being vastly superior to epoxy-adhered NSM systems.

Moment redistribution and flexural performance of RC continuous T-beams strengthened with NSM FRP or steel bars

This paper discusses the flexural strengthening of continuously reinforced concrete (RC) beam constructions in hogging or sagging regions using near-surface mounted (NSM) technique. The main difficulties in strengthening RC continuous beams in hogging are the vertical middle column which prevents continuity of the NSM reinforcement bars and end anchorage of the NSM reinforcement. A test program consisted of seven two-span T-beams was used; one control beam, which was used for comparison, four beams were strengthened at the hogging region, and two beams were strengthened at the sagging regions. Two types of strengthening material were adopted in this study, carbon fiber reinforced polymers (CFRP) rebars, and high tensile steel bars. An RC column loaded with a constant load (120 kN) was used as the middle support. The main test parameters were the type of the reinforcement bars, continuous NSM bars beside the middle column, or NSM bars anchored inside the middle column, as well as the strengthened region. Besides, the impact of using embedded through-section (ETS) end anchorage of NSM CFRP bars was investigated as well. The experimental results were evaluated for the effects of strengthening technique and materials on the load-carrying capacity of beams, deformation, ductility index, and moment redistribution. The experimental results showed that strengthening with NSM steel bars could improve the service load carrying capacity by 23–40%, whereas the NSM CFRP rebars improved the service loads by 33–36%. The ETS end anchorage at the hogging region and the NSM steel bars at the sagging region helped to achieve the flexural rigidity by a very significant amount relative to the other strengthened beams and control beam by 270%. The moment redistribution achieved after the beam cracking load until the failure load varies in accordance with the strengthening region and the strengthening material type.