Two-point Loading Research Articles

Rehabilitation of Shear damaged Reinforced Concrete Beams with U-Wrapped Carbon Fiber Reinforced Polymer Sheets: Experimental study

This paper presented an experimental study of external rehabilitation of damaged Reinforced Concrete (RC) Beams with Carbon Fibre Reinforced Polymer (CFRP) sheets. The primary objective is to study the shear behavior of four simply supported beam specimens with an total length of 1700mm, a width of 150 mm, and a depth of 250 mm was tested under a monotonic two-point load. The variable used in this study was the specimen damage ratio (50%, 60%, and 70%), while the layout of CFRP sheets and shear-span to effective depth ratio (a/d = 2.5) were kept constant. The design of the examined beams was according to ACI 318M-19 to ensure shear failure. From this study, it was concluded that external rehabilitation with U-shape CFRP sheets offered a very adequate and efficient rehabilitation method for damaged RC beams. Each beam's behavior was examined concerning the crack pattern, first crack load, load-deflection and ultimate load. The CFRP rehabilitation has improved the ultimate load capacity of damaged beams by about 10.91% to 15.96% compared with the expected remaining ultimate load capacity of control specimens without rehabilitation, as well as an increment in the deflection of mid-span from -6.81%, 24.11% at an ultimate load.

Seismic Upgradation of RC Beams Strengthened with Externally Bonded Spent Catalyst Based Ferrocement Laminates

Globally, since there are more systems of civil infrastructure, there are also more degraded buildings and structures. If upgrading or strengthening is a practical option, complete replacement is likely to be an escalating financial burden and may be a waste of natural resources. It is necessary to repair or strengthen a number of reinforced concrete buildings and structures in order to boost their load-bearing capabilities or improve their ductility under seismic stress. Additionally, due to changes in service circumstances, a structure might need to be modified to reduce deflections or manage cracking. Strengthening may be preferable to limiting usage, capping applied loads, and regularly inspecting the structure rather than removing the existing structure or part and building a new one. This study aims to examine the flexural, shear, and combined effect of flexural and shear behavior of reinforced concrete (RC) beams strengthened with externally bonded spent catalyst-based ferrocement laminates and compare them to the control beams (unstrengthened) under two-point loading conditions. This study involves researching laminates with various spent catalyst doses, such as 3, 6, 9, and 12%, in an effort to determine the best amounts that will improve the structural performance of ferrocement laminates. Twelve spent catalyst-based ferrocement laminates measuring 500(L) × 125(B) × 20 mm (thickness) with 3% volume fraction of meshes each were cast and tested in the lab as part of the preliminary investigation. For repeatability, three laminates per case were employed. Eight numbers of under-reinforced RC beams measuring 75(L) × 100(B) × 150(D) mm were cast for the main study; six numbers were strengthened with optimized spent catalyst-based ferrocement laminates bonded with flexible epoxy systems at the tension zone, shear zone, and combination of tension and shear zone. Two of the beams were cast as control specimens. The beams were then evaluated using a Universal Testing Machine (UTM) with a 1000 kN capacity under two-point loading conditions. As a result, the strength, yield load, ultimate load, stiffness, ductility, and related failure modes of all tested beams' flexural and shear performances were examined. According to a preliminary analysis of laminates made of spent catalyst, the dosage of 9% provides good flexural strength in comparison to other doses. In comparison to the strengthened beam, the control beam's initial cracks appeared earlier. In comparison to the control beam, the strengthened beam has an increase in load-carrying capacity of 18% for flexure, 16% for shear, and 30% for the combined impact of flexure and shear. In comparison to the control beam, the deflection of the strengthened beam was decreased by close to 20 to 40% for flexure, 10 to 30% for shear, and 15 to 20% for the combined effects of flexure and shear at the same load level. In relation to control beams, the ductility also improved up to 30% for flexure, 25% for shear, and 25% for the combined impact of flexure and shear. Similar to this, the retrofitted beam is stiffer than the control beam by approximately 40% for flexure, 48% for shear, and 30% for the combined effect of flexure and shear. Theoretical formulation by section analysis is also derived and it gives close agreement with control and strengthened beams. The flexural and shear strengthening of the RC beam retrofitting system is effectively increased by using spent catalyst-based ferrocement laminates. No beam showed signs of premature and brittle failure. According to the test findings, it can be said that spent catalyst-based ferrocement reinforced beams perform better in every way than control beams. Doi: 10.28991/HIJ-2023-04-01-013 Full Text: PDF

A NOVEL HYBRID MODEL OF REINFORCED CONCRETE DEEP BEAMS WITH CURVED HYBRIDIZATION

In the present study, a new model of hybrid deep beams has been proposed and discussed. Six specimens are tested experimentally with two types of loading which are one-point and two-point loading and two hybridization models for concrete section. It is aimed from this study to search for the optimum distribution of the concrete types of the hybrid deep beams such that the lowest cost and weight to be reached with keeping the capacity without significant reduction. All specimens had the same dimensions, overall span of 1700 mm, 180 mm wide and 450 mm overall depth and the same steel reinforcement details. Results showed an increase in the capacity in the horizontal and the arched hybrid model by 27.6% and 39%, respectively, with one-point system. Moreover, toughness, enhanced by 44% and 131% for the two models respectively whereas, stiffness enhanced by 6.5% and 34.2% respectively and ductility enhanced by 0% and 31.2% respectively. For tests under two point loads, capacity enhanced by 34% and 36.9%, respectively, Toughness increased by 188% and 301% respectively. Stiffness enhanced by 7.5% and 29.4% respectively. Ductility enhanced by 40.3% and 95.1% respectively.

Performance of steel-concrete composite beams

ABSTRACT Steel-concrete composite construction picked up its utility because of efficient combination of steel and concrete offering high ductility, strength and stiffness to the structure. Loading action is one of the key parameters to understand the behaviour of a structural element. An attempt has been made in this paper to review the structural performance of steel-concrete composite beams under different loading actions. In addition, the results of nonlinear analysis of steel-concrete composite beams subjected to static loading, using commercial finite element software ANSYS, have been included. Numerical investigations have been performed to understand the behaviour of steel-concrete composite beams under static loading criteria. Numerical models of beams have been created and two-point loading was applied. Load versus mid-span deflection has been plotted. Earlier, validation has been done by comparing the analysis results by authors with the experimental results obtained by previous authors available in literature. The results obtained have shown that dimensions of shear connectors used are having influence on ultimate load capacity of steel-concrete composite beams subjected to static loading.

Deep embedment and NSM techniques for shear strengthening of reinforced concrete slender beams with cFRP ropes

Shear failure is catastrophic and occurs usually without advance warning, thus it is desirable that the beam fails in flexure rather than in shear. Many existing reinforced concrete beams are found to be deficient in shear strength and need to be strengthened. Reinforced concrete beams can be strengthened against shear failure by using polymer composites reinforced with fibres in many different techniques. This study aims to the most efficient shear strengthening of beams with carbon fibre reinforced polymer (cFRP) between near-surface mounted (NSM) technique and the deep embedment (DE) technique. Reinforced concrete beams with dimensions 15x15x70 cm, with the use of classified C30/37 concrete were constructed, each of which was reinforced with 3Ø10 B500c steel bars, only under bending. The specimens were tested in shear under two-point bending loading conditions, after having been strengthened with NSM or DE technique with cFRP rope by various reinforcing arrangements. As main conclusion, it appears that the NSM strengthening technique gives lower values than DE strengthening technique in correspondingly schemes.

A Study of the Structural Behavior of Recycled-Concrete Haunched Beams with Web Opening

The structural behavior of Reinforced Concrete Haunched Beams (RCHBs) was investigated in this study. One prismatic control beam and fourteen Haunched Beams (HBs) were used in the experimental test and numerical analysis. The variables considered are Recycled Concrete Aggregate (RCA) ratio which is taken as 0, 30 %, and 60 %, opening shape (square and circular with the same area of 4560 mm2), and haunch angle (α) of 6.34° and 9.46°. The samples of dimensions (1750x200x300) mm were tested under a two-point load. The samples were simulated numerically using the Abaqus/CAE tool. The experimental outcomes show that using 30% RCA decreased the resistance by 8.24% - 26.45% compared with the control sample. While at 60% RCA, the resistance decreased by 16.35% - 34.71%. HBs with α=6.34° give a strength quite close to the control beam (PN) by 1.93%, while α=9.46° decreases the strength by 12.94% compared with PN. Compared with the solid beam, square holes in HBs provide a strength reduction range of 5.83% - 18.79% for α=6.34° and α=9.46°, respectively. The beams with circular apertures have a resistance decrease of about 3.43% - 14.70%, which corresponds to α=6.34° and α=9.46°. The numerical findings were 8.41% of the experimental data.

Effect of loading type on RC T-Beam sections involving construction errors

The paper presents the effect of loading type on RC T-beam sections involving construction errors. This study involved 12 RC T- beams specimens divided into two main categories according to loading method. First category were loaded with uniformly distributed load at two-edges of slab while the second, were loaded with two-point concentrated loads at the middle length of beam specimen. The aim of this study is to evaluate, the effect of malposition of slab reinforcement, unequal configuration of slab reinforcement and change in bar diameter of slab reinforcement on the structural behavior of T-beam sections. The results indicated that malposition of slab reinforcement leads to a lower bending moment capacity of the slab. Flexural capacity of T-beams were higher than the rectangular beams where part of slab contributes to the resistance of the loads. Well-arranged distribution of reinforcement improves the ductile behavior of the slab and reduces the corresponding deflections.

Effect of confining stirrups and bar gap in improving bond behavior of glass fiber reinforced polymer (GFRP) bar lap splices in RC beams

Fiber-reinforced polymer (FRP) bars are becoming a popular replacement for steel rebars that are vulnerable to corrosion, especially under harsh corrosive environments. Despite several advantages for using FRP rebars, the bond between FRP bars and surrounding concrete has been a major concern that affects the behavior of FRP-reinforced structural members. The experimental program of this study comprises testing eight full-scale glass FRP (GFRP) reinforced beams under two-point loads. There were two control beams and six beams having rebar lap splices. The beams were reinforced using 2ϕ12 GFRP bars. The first control had continuous GFRP bars, and the 2nd control had GFRP lap splice conforming to the relevant ACI code. The lap splice was 65 times the bar diameter in six beams having lap splice. The contact lap and non-contact laps were used along with the variable spacing of shear stirrups in the lap zone (50, 100 mm, ∞, i.e., no shear stirrups). The lap splice, designed conforming to the ACI code, was found to be very conservative. The reduction in shear stirrups’ spacing in the lap zone and the gap between lapped bars was found to enhance the bond performance of GFRP bars by up to 31 %. The authors’ previous models for predicting development length and bond are found to show good predictions for the experimental results of the present study as well. Analytical models are developed for predicting with sufficient precision the peak load for GFRP reinforced beams with the two types of lap splices (non-contact and contact).

Axial-flexural behaviours of concrete-filled square GFRP tubular columns under low temperatures

This study reported experimental investigations on the axial-flexural behaviours of concrete-filled square glass fiber-reinforced polymer (GFRP) tubular (CFSFT) columns at low temperatures. Twenty CFSFT columns under eccentric loads and two-point loading were conducted to evaluate the influences of low temperatures (T = 20 and −60 °C) and eccentricity ratios (e/r = 0.00, 0.25, 0.50, and 0.75). Failure modes, load–displacement behaviours, and load–strain behaviours at low temperatures have been reported. Test results indicated the load-vertical displacement curves of CFSFT columns under eccentric loads exhibited three different stages, i.e., linear, transition, and strain hardening or softening stage. Meanwhile, the bilinear load–deflection curves were observed for CFSFT columns under four-point bending. Based on these test results, the experimental axial load-moment (NT-MT) curves of CFSFT columns were obtained. These curves indicated that decreasing the temperature from 20 to −60 °C observably increased both the ultimate axial load (NuT) and ultimate bending moment (MuT) of CFSFT columns. However, the increment of both ultimate axial load and ultimate bending moment gradually decreased with the increasing eccentricity ratios.

Near surface mounting technology with glass fibre reinforced polymer and sisal rope fibre for flexural strengthening of reinforced concrete beams

Using the near-surface mounted (NSM) technique, the purpose of this work is to investigate effectiveness of the flexural strengthening of the reinforced concrete (RC) beam. Extruded Glass Fibre Reinforced Polymer (GFRP) bars and sisal rope fibres are both being used as part of the research project in order to enhance the material. Following that, the purpose of this research is to evaluate the impact that embedment length has on the flexural behaviour of the beams. In order to accomplish this goal, the NSM reinforcements were either placed throughout the length of the beam or in the flexure zone (max bending moment area). In all, ten beams were put through the two-point load testing procedure. The results of the tests showed that beams strengthened with GFRP bars performed better than those that had been mended with sisal ropes. The GFRP strengthened beams showed increase of 28% in flexural capacity of the beam whereas the sisal rope strengthened beams showed 16% increase in the flexural capacity of the RC beam. In addition, beams that were retrofitted with NSM reinforcements over the whole length of the beam exhibited enhancement 8% in flexural capacities than beams that were just modified in the flexure zone (maximum bending moment region).

Static behaviours of steel-concrete-steel sandwich beams with novel interlocked angle connectors: Test and analysis

New steel-concrete-steel sandwich beams with interlocked angle connectors (SCSSB-IACs) were first proposed, and their static behaviours were studied via conducting two-point loading tests. The failure mode, load–displacement response, resistance, and stiffness of the SCSSB-IACs were obtained. Moreover, the influences of thickness of steel faceplate, spacing of IACs, thickness of concrete core, shear-span ratio and interlocking bolts on static performances of the SCSSB-IACs were discussed. Two failure modes of the SCSSB-IACs were observed from the static tests, including flexural and shear failure. Moreover, test results indicated that the resistance and stiffness of the SCSSB-IACs were significantly affected by the thickness of steel faceplate, spacing of IACs and thickness of concrete core. In addition, the load–strain curves and deformation shapes of the SCSSB-IACs were obtained and discussed. Finally, analytical models were developed for predicting elastic stiffness and resistance of the SCSSB-IACs. The analytical models were also validated against the test data.

Analysis and Modelling of Reinforced Concrete Beams

The work is to understanding the behaviour of structural components like beams and columns during loading is crucial for the development of efficient and safe structures. In this report, the reinforced concrete beam has been analyzed and modelled when subjected to two-point loads and single-point load conditions, using the Finite Element Analysis tool, popularly called ANSYS software. The analyzed and modelled beam has a dimension of 500mm × 100 mm × 100 mm with 2 numbers of 8mm diameter bars are main reinforced, and 2 numbers of 8 mm diameter are hanger bars. The behaviour of the analysed beam has been observed regarding the shear behavior, crack widths and displacement for various static loading. According to the analysis carriedout on the Reinforced Concrete beams using ANSYS, it is observed that results are more profound to reinforcement size, materials properties, load percentage increment, etc.

Life performance of 40-year-old RC beams with different concrete covers and bar diameters in natural corrosion environments

This study entailed an experimental evaluation of the life performance of 40-year-old reinforced concrete (RC) beams with different concrete cover depths and tensile bar diameters. Beams that were naturally corroded in a marine environment were used in this study, and no artificial process was employed to accelerate the corrosion. Most existing evaluations of beams employ electrical acceleration, admixture, or exposure to designed chloride environments to aid corrosion. Given the paucity of studies on naturally corroded beams, this study is of significance regarding the design, service, and life assessment of RC structures. Two-point load bending test was employed to examine the residual mechanical performance. The corroded bars were extracted to assess the corrosion properties, while the mechanical properties were evaluated via a tensile test. The focus of this study was on evaluating the progress of deterioration and capacity loss in naturally aged beams. The results indicated that a concrete cover of 50 mm satisfies the requirements of a design service life of 50 years. Furthermore, the cross-sectional loss–ultimate capacity loss relationship is consistently linear for the RC beams. Thus, the estimation of ultimate capacity loss based on cross-sectional loss is acceptable in case of natural corrosion of the RC beams. Hence, the findings can contribute to the prediction of the life performance and maintenance of existing structures as well as to designing new structures.

Influence of Fire-Flame Duration and Temperature on the Behavior of Reinforced Concrete Beam Containing Water Absorption Polymer Sphere; Numerical Investigation

One of the most important parameters determining structural members' durability and strength is the fire flame's influence and hazard. Some engineers have advocated using advanced analytical models to predict fire spread impact within a compartment and considering finite element models of structural components to estimate the temperatures within a component using heat transfer analysis. This paper presented a numerical simulation for a reinforced concrete beam’s structural response in a case containing Water Absorbing Polymer Spheres (WAPS) subjected to fire flame effect. The commercial finite element package ABAQUS was considered. The relevant geometrical and material parameters of the reinforced concrete beam model at elevated temperature are first suggested as a numerical model. After that, the suggested numerical model was validated against the experimental tests conducted in this study. The validated numerical model was used to conduct a parametric study to investigate the effects of two important parameters on the structural behavior after being exposed to fire flame. The effect of burning temperatures (500, 600, and 700) oC, as well as the influence of fire duration (1 and 2) hours, were included. The experimental program validation requirement comprised four self-compacted reinforced concrete beams each of the same geometric layout (150x200x1500) mm, reinforcing details, and compressive strength (fc'=50 MPa). Four percentages of (WAPS) were considered (0, 1, 2, and 3)%. The specimens were exposed to a fire flame with a steady-state temperature (500°C), a rising rate compatible with ASTM-E119, a one-hour duration, and a sudden cooling procedure. A static (two-point) load was applied to the burned beams. Through the assessed numerical model, the numerical analysis offered by the WAPS ratio effect was carried out for the reinforced concrete beam under the effect of static load. The findings revealed that the WAPS ratio substantially impacted structural behavior. The numerical model's results were in reasonable agreement with the experimental results. Concerning the fire exposure duration (two hours) at 500 oC, the specimens containing a ratio (3%) of WAPS improved the ultimate load and the ultimate deflection by about (46.63 and 72.24)%, respectively. The highest percentage variation of the absorbed energy at failure load was also detected in the ratio (3%) to be (139.43) %. As for the hardening concrete properties (compressive strength, splitting tensile strength, and modulus of elasticity), the residual strength was (61.06, 48.87, and 32.00)%, respectively. Regarding the steady-state burning temperature (500, 600, and 700)oC for a one-hour duration, the specimens with a ratio of (3%) WAPS improved the ultimate load by about (40.70, 62.00, and 40.76)%, respectively, corresponding to zero percentage of WAPS. The residual compressive strength, splitting tensile strength, and modulus of elasticity were (72.40, 56.12, and 43.78)%, (74.36, 56.50, and 44.79)%, and (45.23, 36.57, and 28.94)%, respectively.

Performance Flexural of RC Beams Without Concrete at Tension Cross-section

This study aims to analyze the flexural capacity of RC without concrete in a tension cross-section using an experimental method. The number of specimens is three pieces, namely a spiral reinforced concrete beam (SBC) and a vertical reinforced concrete beam (CBN); both of these blocks are without concrete in the cross-section of the reinforcement and 60D tensile steel reinforcement in the support area, where D is the primary diameter, and a conventional concrete beam as the control beam (CB). The beam size is 3100×150×200 mm. The beams are supported by simple supports with a span of 3000 mm. The concrete in the structural beam elements, which work optimally to withstand the load, is the outermost fibre part of the side, while the concrete on the tension side does not have a direct role in determining the magnitude of the resisting moment. Therefore, the quality of the concrete in the concrete beam section must be optimized, while the concrete in the tension section must be minimized. Eliminating concrete in tension areas reduces the construction's self-weight and use of concrete-making materials. The main variables in this research are bending behaviour and crack pattern. The beam specimens were tested with two-point loading monotonically. By observing the crack pattern and failure mode, the results showed an increase in the capacity load of SBC by 21.58% CBN but a decrease of 27.57% compared to the CB control beam. Flexural cracks and beam failures resembled under-reinforcing. The flexural capacity was analyzed based on static analysis and then validated by calculating the ratio between the theoretical nominal moment and the experimental moment. This finding shows that changing the conventional shear reinforcement model to spiral can increase the flexural of the beam without concrete in the tension cross-section. Doi: 10.28991/CEJ-2022-08-11-014 Full Text: PDF

Finite Element Analysis of Self-Healing Concrete Beams Using Bacteria.

Deterioration or crack formation in concrete elements is a phenomenon that cannot be easily avoided, and it has a high cost of repair. A modern technology that needs wider study is the use of the bio-precipitation of calcium carbonate using bacteria to increase a structures' capacity. The current research presents an analytical study on self-healing concrete beams using bacteria to enhance the beam's capacity. A Finite Element Analysis on (ANSYS 15.0) was carried out to study the effect of the bacteria concentration (the weight of bacteria to cement weight 1%, 2%, and 3%), the type of bacteria (Bacillus subtilis, E. coli, and Pseudomonas sps.), and the loading (a one-point load, a two-point load, and a distributed load on four points) on concrete beams. Two beams were chosen from previous experimental research and simulated on the ANSYS before carrying out our parametric study to verify the validity of our simulation. Following this, our parametric study was carried out on eight beams; each beam was loaded gradually up to failure. The results show that the optimum type of bacteria was the Bacillus subtilis, and that the bacteria concentration of 3% for Bacillus subtilis can increase the beam's capacity by 20.2%. Also, we found that distributing the load to four points led to the increase of the beam's capacity by 74.5% more than the beam with a one-point load.

Shear behaviour of RC deep beams retrofitted with externally bonded GFRP fabrics: Experimental and numerical study

The structural behaviour of reinforced concrete (RC) deep beams strengthened in shear by externally bonded (EB) glass fibre reinforced polymer (GFRP) fabrics are investigated employing both experiment and finite element (FE) analysis using commercial software. Four RC deep beams of 1000 mm length, 120 mm width and 420 mm depth are prepared. One un-retrofitted and other three beams retrofitted with U-wrapping of GFRP fabrics along the shear spans are tested under two-point loading to obtain the various structural responses. Thereafter, the FE model is validated by comparing its structural responses with those of the experiment. From both investigations, it is found that there is a significant enhancement in structural responses, such as load-carrying capacity, deflection, shear capacity, stiffness and energy absorption capacity due to the retrofitting of beams. Then, a comparison of the shear strengths of the experiment, FE model and existing design models is made to check the efficiency of the present FE model. Finally, a numerical study is conducted to examine the influence of various wrapping patterns of GFRP fabrics on the structural performance of the retrofitted beams. From this study, it is found that the wrapping pattern influences the structural performance of the beam remarkably.

Experimental Investigation Of Steel Fibre Reinforced Concrete Beam Using Gfrp Rebar

The experimental investigation of flexural behaviour of SFRC beam reinforced with GFRP rebar and compared with steel reinforcement beams is presented in this project. Three beams were casted using SFRC and longitudinally reinforced with GFRP rebar. Three beams were casted with conventional concrete and steel bar. Six beams were casted and tested under two-point load. Along with beam, cube, cylinder and prism were casted and tested for compressive strength, split tensile and flexural strength. To improve the concrete’s property steel fibres were utilized. From testing of beam load vs deflection, load carrying capacity and stiffness were also calculated. The average load carrying capacity of GFRP rebar is 125.3kN and the average load carrying capacity of normal steel is 99.3kN.The highest deflection found in the GFRP rebar and standard steel reinforcement beam at their ultimate load is 21.5mm& 16.87mm respectively. It was also discovered GFRP beam returned to its original position

Study on the Flexural Behavior of Steel-Concrete Composite Beams Based on the Shear Performance of Headed Stud Connectors

Headed studs have been widely used as shear connectors in steel-concrete composite beams for a long time. Studies on the influence of the different shear properties of headed studs on the flexural behavior of the composite beams have been inconclusive. In this research, we studied the shear performance influence of headed studs by conducting static push-out tests on seven designed push-out specimens. The flexural behavior of a steel-concrete composite beam connected by studs was discussed in detail by conducting a two-point symmetric monotonic static loading test. Based on the actual situation of the composite beam test, a finite element numerical model was established and validated, in which the elastic connections units were used to simulate the studs, and the force–slip data obtained from the push-out tests were used as the constitutive model of the studs. The effects of the stud diameter, stud height, the number of studs arranged, and concrete strength on the flexural behavior of the composite beams were analyzed and compared. The results showed that the number of studs arranged had a significant influence on the flexural behavior of the composite beams, followed by the strength of the concrete. The specifications of the studs had little effect on the flexural behavior of the composite beams within the study scope using the modeling method in this paper.

UPGRADING THE PERFORMANCE OF DEFECTED BEAMS BY USING SLURRY INFILTRATION FIBER-REINFORCED CONCRETE AS A STRENGTHENING SOLUTION

One of the ways to increase the service life or upgrade the concrete buildings is by strengthening and repairing techniques. There are many methods of strengthening, such as using slurry infiltration fiber-reinforced concrete (SIFCON). This study cast eight normal reinforced concrete beams of 100 × 150 × 1000 mm. Seven are pre-loaded to 60% of their ultimate load, and the eighth is loaded to its ultimate load. Six beams are repaired with fresh and precast SIFCON layers in different configurations (bottom and jacketing). However, for comparison reasons, two beams are repaired with carbon fiber-reinforced polymer (CFRP) and steel fiber concrete. All beams are tested under a two-point flexural load. The parameters (ultimate load, ductility, toughness, stiffness, crack width, residual strength, and mode of failure) are investigated. The purpose of the study is to use a compatible cement-based material with new techniques for strengthening or repairing concrete members. The results showed that the new techniques significantly improved the behavior of the pre-loaded beams, and SIFCON layers (fresh or precast) could compensate for the failure in the steel reinforcement and be used as external reinforcement.