Sufficient Reinforcement Research Articles

Experimental and numerical investigation of low‐velocity impact behavior and failure mode of shear deficient RC beam strengthened with CFRP strips

AbstractIt is well‐known that shear failure is a collapse mechanism that is the riskiest, fastest, and catastrophic and occurs with no visible signs of damage or prior warning for RC beams. Therefore, to prevent brittle shear failure, the RC beams should include sufficient shear reinforcement, such as stirrups, and be designed to have sufficient shear capacity. However, the RC beams' shear capacity becomes inadequate for various reasons. One of these reasons may be the acting of the impulsive impact load, which is uncommon and disregarded in the design phase on the RC beams. An experimental program was conducted to examine the impact behavior and failure mode of shear‐deficient RC beams in the scope of the present study. Besides, it aims to investigate the effectiveness of the strengthening method using CFRP strips in improving the general behavior, failure mode, and performance of shear‐deficient RC beams exposed to impact load. The time histories of the accelerations, displacements, impact loads, and strains in the CFRP strips were measured. They were interpreted how they are affected by experimental variables examined in the experimental study. Furthermore, the finite element model of the specimens was generated in the LS‐DYNA software, and the experimental and numerical results were compared by performing finite element analysis in terms of failure modes and general behavior.

Inhomogeneous Strain Behaviors of the High Strength Pipeline Girth Weld under Longitudinal Loading.

Unforeseen failures in girth welds present a significant challenge for the pipeline industry. This study utilizes 3D Digital Image Correlation (DIC) assisted cross-weld tensile testing to analyze the strain response of high-strength thick-walled pipelines, providing essential insights into the strain migration and fracture mechanisms specific to girth welds. The results reveal that the welding process significantly affects the mechanical distribution within the girth weld. The tested Shielded Metal Arc Welded (SMAW-ed) pipe exhibited undermatched girth welds due to high heat input, while Gas Metal Arc Welding (GMAW) introduced a narrower weld and Heat-Affected Zone (HAZ) with higher hardness than the base metal, indicative of overmatched girth welds. Strain migration, resulting from a combination of metallurgical heterogeneous materials and geometrical reinforcement strengthening, progressed from the softer HAZ to the base metal in the SMAW-ed sample with reinforcement, ultimately leading to fracture in the base metal. In contrast, the GMAW-ed sample shows no strain migration. Reinforcement significantly improves the tensile strength of girth welds and effectively prevents failure in the weld region. Sufficient reinforcement is crucial for minimizing the risk of failure in critical areas such as the weld metal and HAZ, particularly in SMAW-ed pipes.

Effect of Coefficient of Viscous Damping on Dynamic Analysis of Euler-Bernoulli Beam Resting On Elastic Foundation Using Integral Numerical Method

In this paper, the effect of coefficient of viscous damping on the dynamic analysis of Euler-Bernoulli beam resting on elastic foundation was investigated using Integral-Numerical method which reduces to an ordinary differential equation with series representation of Heaviside function. The dynamic responses of the beam in terms of normalized deflection and bending moment has been investigated for different velocity ratios under moving load and moving mass conditions. Generally, closed-form solution to the generalized mathematical model for prismatic beam was computed by means of symbolic programming approach through MAPLE 18. Results obtain revealed that the presence of an elastic foundation and the provision of sufficient reinforcement in beams and beam-like structure reduces vibration intensity and ensure safe passage of load and prolong the beam life.

An experimental investigation and cost analysis of flexural or shear strengthening pre-damaged RC beams

This study conducted a series of experimental works to repair and strengthen beams with different flexural and shear damage levels using various repair/strengthening techniques such as carbon fiber-reinforced polymer (CFRP), steel plate (SP), and mechanical steel stitches (MSS). Within the scope of the study, post-strengthening performances of pre-damaged shear beams and flexural beams were investigated. For this, 1/2 geometrical scaled 20 reinforced concrete rectangular cross‐section beams, with dimensions of 125/250 mm and a span of 2500 mm, were produced. Half of these beams (type-SB) were designed to meet shear damage due to insufficient shear reinforcement, while the other half (type-BB) was designed to undergo flexural damage (sufficient shear reinforcement). Subsequently, a reference beam was produced in both shear and bending test groups, the other beams were strengthened with different techniques, and four-point bending tests were performed. Reference (non-damaged) bending and shear beams were vertically loaded and comprehensive data for these specimens were obtained. Later, the flexural beams (type-BB) were vertically loaded until reaching mid-displacement/span length (δu/L) ratios of 1%, 2%, and 3% of the flexural reference beam, while the shear beams (type-SB) were loaded up to 50%, 65%, and 85% of the maximum load-carrying capacity (Pmax) of the shear reference beam to induce different damage levels. Then the specimens were strengthened with three strengthening methods (CFRP, SP, and MSS). The data obtained from the experiments were compared, considering each group specimen's strength, displacement ductility, stiffness, and energy dissipation capacity. In addition, the cost of each strengthening type was calculated, and the ratio of the strengthening costs / the production cost of the element itself was determined. According to load carrying capacity and ductility behavior, experimental studies have shown that CFRP has proven to be more effective for type-BB beams (3% pre-damaged level), whereas MSS has proven to be more effective for type-SB beams (85% pre-damaged level) than other methods. While both MSS and SP have been effective for all damage levels in BB beams, CFRP has only shown effectiveness for a damage level of 3%. In the case of shear beams, the load-carrying capacity has increased for various damage levels with CFRP, SP, and MSS. However, typical bending beam behavior was exhibited for CFRP 85%, SP 65%, and MSS 85% load levels. It was also determined that SP and MSS contributed to the ductility orientation for the 65% damage level. However, in terms of cost, CFRP was the most expensive, whereas MSS was the least expensive strengthening method. CFRP was approximately twice as costly as SP and three times more costly than MSS. Finally, due to its ease of application and low cost, MSS, which is a relatively new strengthening technique, has been found that the MSS method is a better alternative than other methods, especially for the strengthening of beams that have received shear damage.

Numerical Study of Strengthened Spun Pile with Concrete Infill and Steel Jacket

The confinements in a spun pile in Indonesia are below the minimum requirement mentioned in ASCE 7-16. Since Indonesia still adopts the linear elastic concept for foundation design, where the pile should be designed strongly without damage, the deficiency does not matter. However, enormous piles are required to keep it elastically under severe earthquakes. Hence, a transition to performance-based design (PBD) should be prepared since the seismic acceleration tends to increase. PBD requires sufficient transverse reinforcement to ensure flexural failure. Steel jacket is proposed to overcome the lack of confinements, particularly on the pile cap connection where the largest curvature occurs. Experimental and numerical studies have been conducted on a full-scale spun pile-to-pile cap connection with a steel jacket under cyclic loading. A monotonic pushover analysis with Opensees Navigator open-source software was performed for further study.

Exceptional mechanical performance by spatial printing with continuous fiber: Curved slicing, toolpath generation and physical verification

This work explores a spatial printing method to fabricate continuous fiber-reinforced thermoplastic composites (CFRTPCs), which can achieve exceptional mechanical performance. For models giving complex 3D stress distribution under loads, typical planar-layer based fiber placement usually fails to provide sufficient reinforcement due to their orientations being constrained to planes. The effectiveness of fiber reinforcement could be maximized by using multi-axis additive manufacturing (MAAM) to better control the orientation of continuous fibers in 3D-printed composites. Here, we propose a computational approach to generate 3D toolpaths that satisfy two major reinforcement objectives: (1) following the maximal stress directions in critical regions and (2) connecting multiple load-bearing regions by continuous fibers. Principal stress lines are first extracted in an input solid model to identify critical regions. Curved layers aligned with maximal stresses in these critical regions are generated by computing an optimized scalar field and extracting its iso-surfaces. Then, topological analysis and operations are applied to each curved layer to generate a computational domain that preserves fiber continuity between load-bearing regions. Lastly, continuous fiber toolpaths aligned with maximal stresses are generated on each surface layer by computing an optimized scalar field and extracting its iso-curves. A hardware system with dual robotic arms is employed to conduct the physical MAAM tasks depositing polymer or fiber reinforced polymer composite materials by applying a force normal to the extrusion plane to aid consolidation. When comparing to planar-layer based printing results in tension, up to 644% failure load and 240% stiffness are observed on shapes fabricated by our spatial printing method. We demonstrate the versatility of our approach through various complex load cases which demonstrate their successful implementation of continuous fiber printing in 3D.

Enhancing unreinforced masonry wall resilience through nano-silica modified steel fiber reinforced mortar: A study on in-plane cyclic loading

Strengthening existing unreinforced masonry (URM) structures with plaster is a common technique used to improve the structural integrity and durability of buildings. However, using a thin layer of plaster alone may not provide sufficient reinforcement to adequately enhance the URM wall’s resistance to lateral or other types of loading. Therefore, incorporating additional materials, such as steel fibers and nano-silica, into the plaster mix has been explored in this study to further improve the URM wall’s resilience performance. The effect of nano-silica modified steel fibers reinforced (NS-SFR) mortar plastering on the axial and lateral load capacity of concrete masonry walls was experimentally investigated. The investigated URM walls were constructed with a dimension of 830 × 810 × 100 mm (length × width × thickness) using hollow concrete masonry blocks. These walls were categorized as a reference wall, plastered on one side only wall, and plastered on both sides wall. During the experimental testing, each sample was exposed to a combination of precompression and cyclic in-plane loading to assess its shear capacity. The tests also involved closely observing and identifying any cracks or types of failures that occurred. The results of the tests indicated that the walls that were strengthened with NS-SFR mortar exhibited a significant improvement in their compressive strength, shear strength capacity, and stiffness, in comparison to the walls that were not strengthened. Applying NS-SFR mortar as a plaster on the URM wall resulted in significant improvements in both compressive strength and shear capacity. Specifically, for the one-side plastered wall, the use of NS-SFR mortar increased compressive strength and shear capacity by 18.5 % and 40 %, respectively, while for the two sides plastered wall, the increase was even more significant, with improvements of 86.5 % and 132 % in compressive strength and shear capacity, respectively.

Biochar filler in MEX and VPP additive manufacturing: characterization and reinforcement effects in polylactic acid and standard grade resin matrices

The development of sustainable and functional biocomposites remains a robust research and industrial claim. Herein, the efficiency of using eco-friendly biochar as reinforcement in Additive Manufacturing (AM) was investigated. Two AM technologies were applied, i.e., vat photopolymerization (VPP) and material extrusion (MEX). A standard-grade resin in VPP and the also eco-friendly biodegradable Polylactic Acid (PLA) in the MEX process were selected as polymeric matrices. Biochar was prepared in the study from olive trees. Composites were developed for both 3D printing processes at different biochar loadings. Samples were 3D-printed and mechanically tested after international test standards. Thermogravimetric Analysis and Raman revealed the thermal and structural characteristics of the composites. Morphological and fractographic features were derived, among others, with Scanning Electron Microscopy (SEM) and Atomic Force Microscopy (AFM). Biochar was proven to be sufficient reinforcement agent, especially in the filament MEX process, reaching more than 20% improvement at 4 wt.% loading in tensile strength compared to the pure PLA control samples. In the VPP process, results were not as satisfactory, still, a 5% improvement was achieved in the flexural strength with 0.5 wt.% biochar loading. The findings prove the strong potential of biochar-based composites in AM applications, too.Graphical

Structural behaviour of post-installed reinforcement for 3D concrete printed shells – A case study on water tanks

Incorporating sufficient reinforcement to ensure a ductile structural behaviour is a persisting challenge in digitally fabricated concrete structures. This paper investigates the structural performance of a reinforcement approach for 3D concrete printed elements, consisting of an unreinforced 3D printed concrete shell and a sprayed shell reinforced with a conventional reinforcing mesh for application in water tanks. Four reinforced concrete elements produced with this approach were tested in direct tension and compared to a reference test of a monolithic specimen to analyse the behaviour of circular water tanks under hoop stresses. Two eccentric reinforcement arrangements and two different printing patterns were investigated. Despite the testing setup not perfectly representing the actual behaviour of circular water tanks, in which shell deformations are kinematically restrained, the feasibility of the fabrication method could be examined. The results did not show significant differences in the behaviour of the different fabrication methods, with similar ductility as expected in a conventionally reinforced shell. The eccentric reinforcement caused the crack formation to originate on the surface close to the reinforcement, accompanied by out-of-plane deformations. The cracks on the far side of the reinforcement opened suddenly and reduced the out-of-plane deformations. The predictions with models neglecting the eccentricity of the reinforcement overestimated the crack opening. The best predictions were obtained from the tension chord model by only considering the concrete area defined by twice the mechanical cover of the reinforcement.

Enhancing shear behaviour of the exterior beam-column joint using sufficient reinforcement details or ultra-high-performance fiber-reinforced concrete

This study aims to improve the low shear strength of an exterior beam-column joint (BCJ) by using a different reinforcement pattern or ultra-high performance fiber-reinforced concrete (UHPFRC) in the beam-column joint. The main studied parameters were the transverse reinforcement ratio, anchorage of the longitudinal beam reinforcement, beam-column depth ratio, and utilizing UHPFRC. Five specimens with a one-third scale were experimentally tested under one-direction cyclic loading. All the samples were compared to the control sample in terms of crack pattern, mode of failure, hysteresis and envelope behavior, ductility factor, energy dissipation, normalized shear strength, percentage of beam flexural capacity, and stiffness degradation. Compared to the control specimen, the joint shear strength increases by 13%, 25%, 9%, and 38% for specimens that were made better by increasing the transverse reinforcement ratio, increasing the beam anchorage bar length in the joint, lowering the beam-column depth ratio to 0.80, and using UHPFRC instead of normal concrete in the beam-column joint. The UHPFRC in BCJ can be used instead of increasing the anchorage of the beam bars or the transverse reinforcement within the joint to get the same or better shear strength performance.

Stress fields and strut-and-tie models as a basic tool for design and verification in second generation of Eurocode 2

Within the frame of the revision of the Eurocode 2 for concrete structures, the section devoted to strut-and-tie design has been updated to enhance its applicability, its consistency with other sections and its ease-of-use. As a result, a number of changes have been introduced. Namely, the use of stress fields and their combination with classical strut-and-tie models has been incorporated. The changes in this section can be seen as an effort to provide a more comprehensive and general tool for designers, that can be transparently applied to any structural member with sufficient reinforcement for crack control. In this paper, the consistency between the strut-and-tie and the stress field methods is clarified as well as the fundamentals of the revision performed in Eurocode 2. The paper also elaborates how the code can be used for advanced analyses, considering in an explicit manner the compatibility of deformations to obtain refined estimates of the structural resistance.

STRENGTH PREDICTION OF CONCRETE BOTTLE-SHAPED STRUTS

For better strength prediction using strut-and-tie models (STM), it is essential to use reliable strength parameters of the model components; e.g., struts, ties, and nodes. Among all the elements of the STM, the strength of the bottle-shaped struts is not well quantified. The purpose of this study is to develop more accurate formulas for the calculation of the effectiveness factors for 2D and 3D bottle-shaped struts that are unreinforced, reinforced with minimum reinforcement, or reinforced with sufficient transverse reinforcement. The nonlinear finite element analysis, with the aid of the software ABAQUS, has been utilized in this study, which has been verified against experimental tests. The study has been carried out for grades of concrete varying from 20 to 100 MPa, and for bearing plate to width ratio varying from 0.1 to 0.9. The obtained formulas for the effectiveness factor are functions of the concrete strength, which is not the case with the ACI 318-19 provisions. These formulas have been verified against experimental tests and have been compared with the ACI 318-19 provisions. The predictions based on these formulas are always on the safe side and are more accurate than those based on the ACI 318-19 provisions.

Textile-Based 3D Truss Reinforcement for Cement-Based Composites Subjected to Impact Loading Part I: Development of Reinforcing Structure and Composite Characterization

Concrete is extremely vulnerable against impact loading due to its low tensile strength and pronounced brittleness. The application of thin strengthening layers, containing Textile Reinforced Concrete (TRC) and Strain-Hardening Cement-based Composites (SHCCs) in a ductile cement-based composite, is a promising solution to enhance the impact resistance of existing concrete structures. Three-dimensional (3D) textile structures exhibit numerous advantages over two-dimensional (2D) ones, most importantly higher shear, bending and energy absorption capacity, hence, appear to be instrumental in providing sufficient reinforcement to the target strengthening layers. However, design variability and optimization possibility of available 3D textile reinforcement are restricted. This paper presents the development of novel textile-based 3D truss reinforcement that can overcome these limitations. On the basis of woven 3D cellular structures, innovative pyramidal 3D truss reinforcement with favorable load-bearing capacity as well as notable energy absorption capability is developed and successfully realized. To investigate the feasibility and efficacy, cement-based composite consisting SHCC and newly developed pyramidal 3D truss reinforcement is prepared and tested under high-speed tensile loading as well as transversal impact loading. The experimental results show that woven 3D truss reinforcement is highly compatible with SHCC, and significantly enhances its impact resistance. Furthermore, SHCC reinforced with novel pyramidal 3D truss structure remarkably outperforms that with 2D carbon reinforcing structure approved for commercial use.

STRENGTH PREDICTION OF CONCRETE BOTTLE-SHAPED STRUTS

For better strength prediction using strut-and-tie models (STM), it is essential to use reliable strength parameters of the model components; e.g., struts, ties, and nodes. Among all the elements of the STM, the strength of the bottle-shaped struts is not well quantified. The purpose of this study is to develop more accurate formulas for the calculation of the effectiveness factors for 2D and 3D bottle-shaped struts that are unreinforced, reinforced with minimum reinforcement, or reinforced with sufficient transverse reinforcement. The nonlinear finite element analysis, with the aid of the software ABAQUS, has been utilized in this study, which has been verified against experimental tests. The study has been carried out for grades of concrete varying from 20 to 100 MPa, and for bearing plate to width ratio varying from 0.1 to 0.9. The obtained formulas for the effectiveness factor are functions of the concrete strength, which is not the case with the ACI 318-19 provisions. These formulas have been verified against experimental tests and have been compared with the ACI 318-19 provisions. The predictions based on these formulas are always on the safe side and are more accurate than those based on the ACI 318-19 provisions.

Analysis of Factors Affecting the Motivation of Health Officers in Regional Public Services Agency Sumenep Regency Hospital

Hospital services as a service industry are a form of socio-economic health service effort, which is a business that, although social in nature, is endeavored to keep profits by means of professional management. The purpose of this study is to analyze the influence of the work environment, reinforcement and leadership on the motivation of health workers at the Regional Public Service Agency of Sumenep Regency Hospital. The design of this research is an observational quantitative research with a cross sectional approach with the focus of the research being directed at analyzingthe influence of the work environment, reinforcement and leadership on the motivation of health workers in the Regional Public Service Agency of Sumenep District Hospital. The total population of 175 respondents and a sample of 122 respondents were taken using the Simple Random Sampling technique. In the study, it was found that almost half of the respondents had a sufficient working environment category as many as 48 respondents (40.5%). Almost half of the respondents have sufficient reinforcement category as many as 48 respondents (40.5%). Almost half of the respondents have leadership in the moderate category as many as 49 respondents (41.4%). Most of the respondents have a high category of motivation as many as 86 respondents (73.3%). Based on the results of Multiple Linear Regression analysis shows that with a p-value of 0.000 < 0, 05, then H1 is accepted, so it can be concluded that simultaneously there is an influence of the work environment, reinforcement and leadership on the motivation of health workers at the Regional Public Service Agency of Sumenep District Hospital with an effect of 83.9%. It is hoped that health workers will be able to be more oriented to the work itself in providing results, impacts, and benefits for the community and for other employees.

Structural Behavior of RC Beams Containing Unreinforced Drilled Openings with and without CFRP Strengthening.

Construction deficiencies can cause serious problems that significantly decrease the design strength of concrete structures, such as the unreinforced drilled openings. With the absence of sufficient reinforcement, the stress concentrations generated around the opening corners produce cracks in the beams. The size and location of the opening significantly affect the behavior of the beam under static and dynamic load. In this work, an experimental and numerical program was performed to investigate the behavior of drilled reinforced concrete beams with and without strengthening using CFRP sheets. Energy absorption and SDOF analyses were performed to preliminary assess the behavior of the beams under the dynamic load, such as blast. One control beam without any openings, six beams with tension-zone openings, and six beams with shear-zone openings were tested. It was found that the samples with tension-zone openings were slightly affected by the opening, where the reduction in the ultimate strength was approximately 7 to 14%. The beams were able to recover up to 46% of the lost strength by CFRP strengthening. On the other hand, the shear-zone opening significantly decreased the strength and energy absorption and increased the blast response. It can be concluded that it is not recommended to drill any opening at the shear zone as strength loss can reach 57% even with the strengthening, especially for blast resisting structure; in addition, the strength recovered from approximately 11.95 to 32.46% only. The finite element model was able to predict the strength of the beams. The results were closer in the case of tension-zone opening than those in the case of the shear-zone opening. Shear cracks were observed at the corners of the openings even if the opening exists at the tension zone. A reduction in the density of cracks can be observed after the strengthening, where the FRP sheet decreases the stress in the concrete.

Transient Effect of Random Loads on Reinforced Cement Concrete Building on RCC Building with Staad Pro. V8i

Abstract. Dynamic load is one which changes with time quickly in comparison to the structure's natural frequency. If it varies quickly, the activity must be determined with a dynamic analysis. Explosive loads and impact loads are transients, or loads that are applied dynamically as one-half cycle of high amplitude. This transient load is applied only for a specific and typically short period of time in the case of blast loads typically less than one-tenth of a second. The response of the engineering structural building due to the reason of periodic load RCC building structure has been severely damaged, collapse and develop cracks. Bomb blast is the best example for impulsive load. To determine the response of a G+3 RCC building model in STAAD Pro subjected to triangular, rectangular and sinusoidal impulsive force for 0.5 seconds with maximum magnitude of 100kN. Effect of such loads on front, roof and side portion of the building studied. Observe that the critical deformations obtained on the front and roof portion of building. Effect of deformation along height of building was parabolic in nature with maximum deflection at top floor of building. It was also noted i.e sufficient reinforcement should be provided in beam, columns and slabs to impart ductility to the building against impulse loads.There is more demand for construction of high buildings due to increasing urbanization and population.

An Expanding Foam‐Fabric Orthopedic Cast

AbstractTraditional orthopedic casting strategies used in the treatment of fractured limbs, such as fiberglass and plaster‐based tapes, suffer from several drawbacks, including technically challenging molding for application, occurrence of skin complications, and the requirement of a potentially hazardous oscillatory saw for removal, which is frightening for pediatric patients. This work presents the design and evaluation of a foam‐fabric cast (FFC) to overcome these drawbacks by integrating strategies from soft materials engineering and functional apparel design. A fabric sleeve is designed to enable the reactive injection molding of a polymer foam and provide a form‐fitting orthopedic cast for the human forearm—with sufficient mechanical reinforcement to stabilize a fractured limb. Through testing with a replica limb and human subjects with a range of forearm volumes, the FFC application process is demonstrated and characterized. The thermal, pressural, chemical, and hygienic safety are comparable to or safer than existing clinical technologies. The FFC weighs only ≈150 g, is water resistant, and represents a robust alternative to traditional casts that can be i) manufactured at a large scale for a low cost; ii) applied to patients simply, rapidly (≈5 min), and reliably; and iii) removed easily with a pair of scissors.

Evaluation of shear behavior of PCSC shear connection for the construction of composite bridges with prefabricated decks

Conventional stud connectors are commonly used in composite bridges with prefabricated concrete decks. However, the reserved holes for grouped studs cause difficulty in the prefabrication of the concrete deck, due to tedious pouring operation during construction, which might weaken the integrity of the deck. Therefore, a precast concrete deck–steel beam–connection concrete (PCSC) connector is proposed in this study to accelerate the prefabrication and construction of a steel–concrete composite bridge. A series of static push-out tests were performed to verify the mechanical properties of the PCSC connectors. The test results indicated that the shear capacity of the PCSC connectors of the standard specimen was 12.27% higher than that of conventional clustered shear stud connectors with a diameter of 16 mm. Additionally the ultimate slip was 47.42% higher than that of the conventional stud connectors. The PCSC connector had a high capacity and ductility. The PCSC connectors had a high tolerance for precast concrete-connection concrete (PC–C) interfacial defects. Rough PC–C interfaces did slip during loading until the interface disengaging rate (i.e., the ratio of defect area to the total interface area) was less than 70%. The failure of the connector was controlled by the stud even if the slip occurred at the PC–C interface under the premise of sufficient shear connection reinforcement. A finite-element analysis was conducted to evaluate the load transfer mechanism of the PCSC connector. Finally, a comparative analysis demonstrated that the bearing capacity of the PCSC connector was accurately predicted by AASHTO LFRD.

Experimental investigation for shear strengthening of reinforced self-compacting concrete beams using different strengthening schemes

This paper investigates the performance of four different strengthening techniques used to improve the shear capacity of RC beams. Three of the four strengthening techniques used were near-surface mounted (NSM) using carbon fiber-reinforced polymer (CFRP) strips, welded wire mesh (WWM) and textile reinforced epoxy mortar (TREM). The fourth strengthening technique consisted of a u-shape jacket made of ultra-high performance fiber-reinforced concrete (UHPFRC). Seven RC beams made of self-compacted concrete (SCC) were tested using a four-point bending setup. One beam was designed with sufficient shear reinforcement and served as the control in this study while the remaining six beams were cast with sufficient shear reinforcement in one half and no shear reinforcement in the other half. One beam was tested as a shear deficient control without any strengthening. The remaining five beams were strengthened with NSM-CFRP strips at 90°, NSM-CFRP strips at 45°, NSM-TREM strips, NSM-WWM strips and UHPFRC jacketing. The test results of all proposed strengthening techniques showed an increase in the shear strength of the RC beams by 47%–56% compared to using steel web reinforcement. The increase in the shear capacity of RC beams using 15 mm UHPFRC jacket was comparable to the other strengthening techniques. The UHPFRC jacket is considered a promising technique that could be utilized in the repair and rehabilitation of shear deficient RC beams. In addition to increasing shear capacity, the strengthened RC beams' mode of failure altered from brittle shear failure to ductile flexural failure with increased stiffness. Analytical modeling was conducted to predict the shear capacity of tested beams, with results that closely matched experimental observations.