Reinforcement Bars Research Articles

Residual Stresses in Ribbed Reinforcing Bars.

Ribbed reinforcing bars (rebars) are used for the reinforcement of concrete structures. In service, they are often subjected to cyclic loading. In general, the fatigue performance of rebars may be influenced by residual stresses originating from the manufacturing process. Knowledge about residual stresses in rebars and their origin, however, is sparse. So far, residual stress measurements are limited to individual stress components, viz., to the non-ribbed part of the rebar surface. At critical points of the rebar surface, where most of the fatigue cracks originate, i.e., the foot radius regions of transverse ribs, the residual stress state has not yet been investigated experimentally. To extend the knowledge about residual stresses in rebars within the scope of this work, residual stress measurements were carried out on a rebar specimen with a diameter of 28 mm made out of the rebar steel grade B500B. In addition, numerical simulations of the TempCoreTM process were carried out. The results of the experimental investigations show tensile residual stresses in the core and the transition zone of the examined rebar specimen. Low compressive residual stresses are measured at the non-ribbed part of the rebar surface, while high compressive residual stresses are present at the tip of the transverse ribs. The results of the numerical investigations are in reasonable accordance with the experimental results. Furthermore, the numerical results indicate moderate tensile stresses occurring on the rebar surface in the rib foot radius regions of the transverse ribs. High stress gradients directly beneath the rebar surface, which are reported in the literature and which are most likely related to a thin decarburized surface layer, could be reproduced qualitatively with the numerical model developed.

Explainable machine learning-aided efficient prediction model and software tool for bond strength of concrete with corroded reinforcement

The bond strength between concrete and reinforcement is crucial for the composite action and serviceability of reinforced concrete (RC) structures. However, it is vulnerable to deterioration from the corrosion of reinforcement bars, especially in marine structures. Thus, a precise and reliable model for the bond strength in corrosive environments is necessary to evaluate the serviceability and structural performance of corroded RC members. This study employs explainable machine learning (ML) techniques to assess the bond strength between concrete and corroded bars. Eight ML models are developed to establish the best predictive model for bond behavior, considering seven input parameters: corrosion level (CL), steel yield strength, compressive strength of concrete, concrete cover-to-bar diameter ratio, bar diameter-to-bonded length ratio, reinforcement type, and test type. The super learner (SL) model, integrating three ML models, outperforms other models and analytical methods with a large R2 value (98% on the test set) and minimal statistical errors. The SHapley Additive exPlanation (SHAP) technique identifies CL as the most influential parameter on bond strength, while the reinforcement and test types have the least effect. Finally, a user-friendly graphical user interface (GUI) tool is established to facilitate the practical implementation of the developed model and support accurate bond strength prediction in concrete with steel reinforcement under corrosive environments.

Dynamic Winding Process of Individualized Fibre Reinforcement Structures for Additive Manufacturing in Construction

The integration of load path compliant fibre reinforcement structures into additive manufactured concrete elements opens up new potential in the field of construction. The new design language made possible by 3D concrete printing requires reinforcement structures to be provided in a highly individual shaped manner. Digital and robot-based production processes make it possible to produce on-site, on demand, fully automated and just-in-time. In this paper, a concept for an on-site ready fibre reinforcement production is presented. Based on previous works a Dynamic Winding Machine (DWM) for the on-demand production of individualizable reinforcement strands is developed. The concept and technical functionalities of the machine are presented in detail. The functionality is validated based on the production of single reinforcement bars as well as the production of entire, additively manufactured and reinforced concrete structures. With an industrial robot and adjusted end effectors, freely shaped reinforcement structures can be produced automatically. Different concepts for the use of the DWM with mobile robots are discussed. Due to the flexibility of the process, both filigree reinforcement structures, e.g. for use in particle bed printing, and large structures, e.g. for combination with Shotcrete 3D Printing, can be produced.

Lateral impact performances of geopolymer concrete columns reinforced with steel-BFRP composite bars

There is a growing public interest in exploring materials that can enhance the sustainability and durability of conventional steel reinforced concrete (RC) structures, such as geopolymer concrete (GPC) and steel-fibre reinforced polymer composite bars (SFCBs). GPC is produced with industrial waste such as fly ash and slag to replace ordinary Portland cement concrete (OPC), and SFCB is a new reinforcement bar with a layer of fibre reinforced polymer (FRP) enclosing a steel inner core to protect it from corrosion. No studies have ever been reported on the impact-resistant performances of GPC or fibre-reinforced GPC (FRGPC) columns reinforced with SFCBs subjected to vehicle or ship impacts. In this study, GPC/FRGPC columns reinforced with steel-basalt FRP composite bars (SBCBs) were prepared and tested by a pendulum impact testing system. Their impact-resistant performances were compared. It was found that the columns experienced similar damage modes regardless of reinforcement type and fibre content. The addition of hybrid carbon fibres (CFs) and basalt macro fibres (BMFs) could effectively reduce cracking damage and mid height deflections of columns. As compared to steel bar reinforcements, SBCB reinforcements led to similar impact force and maximum mid height deflections, but could reduce the residual mid height deflections of the columns by 7–42% under the impact velocity of 2.64–3.49 m/s, indicating SBCBs have great potential to replace steel bars in constructing more sustainable and durable concrete structures.

Reinforced concrete corner for timber frame moment resisting joints – Design and experimental assessment

In this paper, a new type of moment-resisting joint for timber frames is proposed and discussed. In short, the prismatic volume of the corner is made up of high-strength concrete reinforced with steel bars bonded in both the timber beam and the column, forming a composite joint. The analytical and experimental study of the resisting moment, stiffness and failure modes of the proposed joint are carried out. The role of the timber cross section and diameters of the steel bars on the resisting moment are investigated, based on an assumed mechanical model for the stress-strain relation. The failure mode based on the yielding of the steel bars is privileged towards the timber shear failure of the bonding of the bars, given its ductile nature. Series of knee joint specimens with steel reinforcement bars of two different diameters were produced and tested to failure. The experimental results showed good agreement with the ultimate moment estimates obtained from the proposed analytical method. Specimens of polygonal bolted joint were also tested, for the sake of comparison. Both the rotational stiffness and bending strength are much higher than those of the traditional bolted joints tested. It is concluded that this joint is structurally effective and has, consequently, good potential of application.

Intelligent prediction modeling for flexural capacity of FRP-strengthened reinforced concrete beams using machine learning algorithms

Fiber-reinforced polymers (FRP) are widely utilized to improve the efficiency and durability of concrete structures, either through external bonding or internal reinforcement. However, the response of FRP-strengthened reinforced concrete (RC) members, both in field applications and experimental settings, often deviates from the estimation based on existing code provisions. This discrepancy can be attributed to the limitations of code provisions in fully capturing the nature of FRP-strengthened RC members. Accordingly, machine learning methods, including gene expression programming (GEP) and multi-expression programming (MEP), were utilized in this study to predict the flexural capacity of the FRP-strengthened RC beam. To develop data-driven estimation models, an extensive collection of experimental data on FRP-strengthened RC beams was compiled from the experimental studies. For the assessment of the accuracy of developed models, various statistical indicators were utilized. The machine learning (ML) based models were compared with empirical and conventional linear regression models to substantiate their superiority, providing evidence of enhanced performance. The GEP model demonstrated outstanding predictive performance with a correlation coefficient (R) of 0.98 for both the training and validation phases, accompanied by minimal mean absolute errors (MAE) of 4.08 and 5.39, respectively. In contrast, the MEP model achieved a slightly lower accuracy, with an R of 0.96 in both the training and validation phases. Moreover, the ML-based models exhibited notably superior performances compared to the empirical models. Hence, the ML-based models presented in this study demonstrated promising prospects for practical implementation in engineering applications. Moreover, the SHapley Additive exPlanation (SHAP) method was used to interpret the feature's importance and influence on the flexural capacity. It was observed that beam width, section effective depth, and the tensile longitudinal bars reinforcement ratio significantly contribute to the prediction of the flexural capacity of the FRP-strengthened reinforced concrete beam.

An experimental study on hybrid fibre reinforced engineered cementitious composite link slabs under static and fatigue loadings

This study conducted experimental investigations on the structural performances of link slabs which are constructed by using a newly developed hybrid-fibre reinforced engineered cementitious composite (hybrid-ECC). Both static and fatigue loadings were applied to validate the feasibility, provide a proof of concept study and demonstrate the benefits using hybrid-ECC for bridge link slabs application. Three identical quarter-scaled hybrid-ECC link slabs, simulating a link slab used for a typical 35-meter multi-span simply supported bridge, were fabricated. These slabs, denoted as LS-1, LS-2 and LS-3, were tested under designated static and fatigue loadings. Slab LS-1 was tested under static loading to obtain the flexural strength of the slab. Slabs LS-2 and LS-3 were tested under fatigue loadings to evaluate their fatigue performances under normal service loading and overload scenarios, respectively. Structural performances of these slabs in terms of deformation and crack width control capability, strain development on reinforcement bars and estimated service life were evaluated. It was observed that multiple microcracks were developed under both static and fatigue loadings. Slab LS-2 survived ten million cycles of service fatigue loading while LS-3 survived two million cycles of overload fatigue loading. For all the tests conducted under static and fatigue loadings, the maximum crack width observed on the three link slab samples was all controlled within the allowable limit of 0.2 mm until failure occurred. Based on the test results, it was estimated that if only the effects due to normal traffic loading and temperature variation were considered, the hybrid-ECC link slab could achieve a service life of more than 40 years. Therefore, the experimental study reconfirmed that the hybrid-ECC showed a high potential to improve the fatigue performance and extend the service life of link slab in bridge construction.

Determining the Location of Steel Reinforcement in Thick Concrete Walls by Non-Destructive Inspection

Abstract Concrete cover is the thickness of the concrete layer that protects the reinforcing steel bars (rebar) within a reinforced concrete structure. It acts as a barrier against external elements such as moisture, chemicals, and environmental factors, safeguarding the rebar from corrosion. Concrete cover measurement is performed by using various nondestructive tests such as GPS (Ground Penetrating Radar), electromagnetic test and ultrasonic. The main benefit of the concrete cover thickness measurement is to explain the causes of corrosion and identify areas that have the capability to corrode faster. This paper discusses the possibilities to measure the concrete cover depth and determine the location of steel bars of a thick-walled concrete structure by using different nondestructive testing methods. The methods studied are a concrete cover meter, Ground Penetrating Radar, which is based on propagation radar waves in concrete, and Ultrasonic Pulse Echo tomography based on stress waves produced by ultrasonic pulses. The paper demonstrates the use of these methods for in-situ measurements on a thick-walled reinforced concrete structure. The concrete cover depth and the location for the reinforcement bars received by different methods are compared and the strong and weak points of the methods are discussed. The results indicate that the concrete cover meter is suitable for measuring the thickness of concrete cover, while the Ground Penetrating Radar and the Ultrasonic Pulse Echo device were able to identify and locate the reinforcement bars position in the concrete structure.

Analysis of Application of Gradient Concrete Models to Assess Concrete Cover Degradation Under Reinforcement Corrosion

Abstract The paper presents a comparative analysis of the application of two nonlocal gradient-formulated models to evaluate the concrete cover degradation time. Calculations were made taking into account the increase in the volume of the steel ring around the perimeter of the reinforcement bar. The results of the calculations were compared with the results of experimental studies published in the literature and with the elastic-plastic model based on the Menetrey-Willam surface, in which the objectivity of the obtained results depends on the fracture energy. In addition, the paper compares solutions using different contact models and cohesion models.

Bond Behavior of Stainless-Steel and Ordinary Reinforcement Bars in Refractory Castables under Elevated Temperatures

Bond Behavior of Stainless-Steel and Ordinary Reinforcement Bars in Refractory Castables under Elevated Temperatures

Experimental and Theoretical Shear Strength of Simply Supported Reinforced Concrete Beam

The study was conducted to evaluate the experimental and theoretical shear strength of a simply supported reinforced concrete beam with and without shear reinforcement in accordance with Eurocode 2 design criteria. Fifteen (15) reinforced concrete beams of dimension 750mm x 150mm x 150mm reinforced with diameter 12mm size bars were cast at various reinforcement ratios (i.e. 1.0%, 1.5%, 2.0%, 2.5%, and 3.0%), while preliminary and mechanical tests were conducted on the materials (i.e. cement, fine and coarse aggregate, and reinforcement bars) in accordance with relevant codes and standards. The outcome from the findings showed that the cement, fine aggregate and coarse aggregate used to cast the reinforced concrete beam were well graded and satisfies the requirement of code specification. More results showed that the average diameter of the reinforcement bars are 11.67mm, the mean tensile and ultimate strength of the reinforcement bars are 389.73N/mm2 and 640.80N/mm2 respectively, while the mean reinforcement steel elongation is 14.23% which mostly met code requirement indicating suitability of the reinforcement bars usage in concrete. Furthermore, the result from the findings showed that the Eurocode 2 (EC2) design criteria of beams without shear reinforcement were lower than the experimental value, while EC2 design criteria for beams with shear reinforcement was close to the experimental value.

Axial compression behavior of prefabricated T-section thin concrete encased steel short columns

A T-section thin concrete encased steel (T-TCES) column is proposed for the residual buildings, avoiding the convex corners in rooms. The required concrete cover thickness for concrete encased steel members specified in the existing codes is quite large, which is the key problem and to be solved in the proposed column by reducing the concrete covers, facilitating the transportation and installation. To evaluate the mechanical performances of the proposed columns, especially the local stability of the internal T-section steel with the obviously reduced concrete covers, tests of nine short column specimens were conducted under axial monotonic loading. Also, the finite element (FE) analysis was conducted and validated. The effect of the proportion of steel sectional area, concrete strength, stirrup spacing and the concrete encasement thickness outside the flange on the failure modes, load-displacement responses, load-strain responses and characteristic loads were obtained. According to the test and FE analysis results, the peak load can be improve by increasing concrete strength or the proportion of steel sectional area or decreasing the stirrup spacing. The T-TCES columns with low-grade concrete or small stirrup spacing or high proportion of steel sectional area have a better composite action between the internal steel and concrete. Increasing the thickness of the concrete encasement outside the flange can prevent the T-TCES column from cracking. The concrete encasement and reinforcement bars can restrain the internal steel buckling, and improve the steel strength of the composite column compared with the steel column. The calculation methods for the peak and design resistances of the T-TCES column were proposed and proved to show satisfactory accuracy. The simplified model of the load-displacement responses and the calculation methods of the axial stiffness are proposed and validated against the test results.

Methods for evaluating the ultimate capacity of existing RC half-joints

Reinforced Concrete (RC) discontinuity regions (D-regions), such as half-joints, can represent vulnerable zones in existing RC structures since they can be affected by a quasi-brittle failure mechanism. In common design practice, the ultimate strength of D-regions is assessed through Strut and Tie (S&T) models. It is well recognized that the resistant lattice trusses suggested by the Eurocode 2 (EC2) and usually adopted in determining the resistance of new D-regions during the design phase, provide results on the safe side. Nevertheless, in existing half-joints, primary reinforcing bars are frequently distributed across multiple layers, which makes it not easy to identify the appropriate S&T model. For instance, the ultimate capacity of these half-joints could be misestimated if distributed bars are replaced by an equivalent tie passing for their centroid, as is typically done in common practice.The present paper provides two analytical methods for identifying the reinforcement bars involved in the resistant mechanism of D-regions and determining the axial forces in all of them. The proposed methods estimate the ultimate shear resistance of existing half-joints. The accuracy of the proposed procedures is checked through a comparison with numerical results. The methods, capable of identifying the weakest component in the resistant mechanisms of RC D-regions, can be adopted for the assessment of the load-carrying capacity of existing half-joints and identify the proper structural strengthening works to increase the ultimate strength and ductility.

Verification and Parametric Analysis of Shear Behavior of Reinforced Concrete Beams using Non-linear Finite Element Analysis

Many researchers have tackled the shear behavior of Reinforced Concrete (RC) beams by using different kinds of strengthening in the shear regions and steel fibers. In the current paper, the effect of multiple parameters, such as using one percentage of Steel Fibers (SF) with and without stirrups, without stirrups and steel fibers, on the shear behavior of RC beams, has been studied and compared by using Finite Element analysis (FE). Three-dimensional (3D) models of (RC) beams are developed and analyzed using ABAQUS commercial software. The models were validated by comparing their results with the experimental test. The total number of beams that were modeled for validation purposes was four. Extensive parametric analysis has been carried out on another twelve beams to explore the influence of specific parameters, such as using different strengths of concrete, different flexural reinforcement bars, and laminate in the shear regions. It is concluded from the results that when a different compressive strength was assigned to RC beams, a decrease by 31 of beam ultimate strength was recorded when using C25 concrete strength. On the other hand, an improvement of 29% was observed by assigning concrete compressive strength C50. As well as another decrease of 18 and 26 kN was observed when GFRP was used with beams that had stirrups and beams that had both stirrups and SF. However, the beams recorded a higher number for ductility with using GFRP. In addition, using laminate with the beam that had both stirrups and SF was not beneficial; hence, the failure load was increased by only 3%, particularly with the beam that had both stirrups and SFs

Investigation the influence of geometric parameters on the bearing capacity of partially encased composite columns in fire condition according to Eurocode 4

In this article the method to determine the bearing capacity of composite steel-concrete columns in fire conditions according to Eurocode 4 (EC4) was introduced. Some work examples are presented to clarify the influence of geometric parameters (effective length, axis distance of reinforcement bar) on the bearing capacity of partially encased composite columns in fire condition.

Field Observations and Damage Evaluation in Reinforced Concrete Buildings After the February 6th, 2023, Kahramanmaraş–Türkiye Earthquakes

On February 6, 2023, two major earthquakes (Mw 7.7 and Mw 7.6) occurred in the province of Kahramanmaraş in southern Türkiye at 9-h intervals, causing a lot of loss of life and destruction in the region where approximately 16% of the country’s population lives. This study provides a comprehensive summary of common structural deficiencies that occurred in reinforced concrete (RC) buildings in earthquake-prone cities and proposes actionable measures systematically for future disasters. The evaluated data are based on the field observations of the authors. The main reasons for damages in RC buildings in the observation field can be classified into two categories: (1) the errors during the design stage (strong beam–weak column, short column, soft story, pounding effects, the existence of short and unconfined lap splices, insufficient transverse reinforcement, column–beam connection failures), and (2) the errors during the construction stage (poor concrete quality, unribbed reinforcing steel bar and corrosion, incorrect placement of reinforcement bars, incorrect end hook angle and length, weak gable walls, workmanship defects). Furthermore, a comparative nonlinear finite element analysis of the seismic impacts caused by the first earthquake on an existing RC building fully collapsed in the earthquake was conducted as a case study considering Türkiye Building Earthquake Code 2018 [TBEC 2018] “Türkiye Bina Deprem Yönetmeliği,” Afet ve Acil Durum Yönetimi Başkanlığı, Ankara (in Turkish)]. The validity and accuracy of the reasons for damages, which were reached by the field observations, were also proven by numerical analysis results. The importance of complying with the regulations, conducting the performance evaluations and controls of the buildings according to the renewed earthquake regulations and, if necessary, repairing–strengthening works were emphasized. The loss of life and property after the earthquakes that we experienced on February 6, 2023, which were called the “Disaster of the Century”, showed that Türkiye’s current building stock, especially those built before a certain date, is insufficient against earthquakes.

Two-Way Slab Punching Shear Resistance: Experimental Insights into Basalt-FRP Bar as Flexural Reinforcement

This study seeks to experimentally evaluate the punching shear performance of two-way concrete slabs reinforced with conventional steel and basalt fiber-reinforced polymer (basalt-FRP) bars subjected to punching loading condition. Basalt-FRP bars offer high tensile strength and corrosion resistance but are understudied in two-way concrete slabs concerning punching shear. This study aims to fill this gap, with key implications for future structural design considerations. To achieve the objectives of the study, six large-scale square slabs were fabricated and subjected to a concentric load until failure. The parameters of the experiment included are the type of reinforcement used (either basalt-FRP or steel), the percentage of basalt-FRP used (ranging from 0.88% to 1.77%), the size of the basalt-FRP bars used (either 16 or 12 mm), and the concrete’s compressive strength (25, 30, and 35 MPa). The findings from the tests showed that incorporating basalt-FRP bars with one-quarter equivalent axial stiffness (ρ(Ef/Es)) to that of steel significantly enhanced the punching shear resistance of flat slabs, achieving approximately 65% of the capacity observed in steel-reinforced control sample. Moreover, increasing the amount of basalt-FRP bar reinforcement to half of the equivalent axial stiffness of steel had a substantial effect in improving shear strength, reaching approximately 89% of the capacity observed in the steel-reinforced specimen and concurrently reducing deflection during the failure. Additionally, the reinforcement type and concrete compressive strength played a crucial role in determining the ultimate load, failure modes, and crack propagation patterns. The study reveals discrepancies between experimental results and existing models for punching shear in FRP-reinforced slabs. Certain prevalent models prove to be conservative in their estimates, while others offer more accurate predictions, indicating the need for comprehensive model refinement. The investigation found that one model, encompassing the majority of variables affecting punching shear, exhibited the highest level of precision, with a slight adjustment recommended to enhance its accuracy further. This study suggests a sustainable, more durable way to reinforce concrete in bridges and high-rise buildings, potentially improving construction efficiency, enhanced service life, and potential updates to building codes.

Incorporating Bacteria for Self-Healing Properties in Innovative Concrete Technology

Nanotechnology is poised to offer a viable solution for achieving high performance in future construction projects. Among the innovative technologies being explored, smart concrete has garnered significant attention and undergone extensive research in reputable scientific centers worldwide in recent years. A notable advancement within this field is the development of self-healing concrete. Concrete structures are undeniably susceptible to cracking, primarily due to natural processes. These cracks serve as pathways for harmful substances to infiltrate and corrode the reinforcement bars, ultimately leading to the degradation of the concrete. Traditional approaches to address this issue involve the use of repair materials, particularly various polymers. However, these materials not only complicate the repair process but also have adverse environmental consequences. In light of these challenges, scientists have discovered an alternative method that involves incorporating bacteria into concrete production to create self-healing properties. This method not only reduces maintenance and repair costs but also minimizes environmental impact, thereby enhancing the durability and performance of the concrete while extending its service life. By harnessing the power of bacteria, self-healing concrete represents a significant breakthrough in sustainable construction practices.

Influence of the Oriented Configuration of the BarChip Fibre Polypropylene to the Ductility Factor of the Reinforced Concrete Beam

Abstract
 Bending and shear strength of fiber reinforced polimer concrete beams was studied in this research project. The reinforced concrete beam behaves in brittle structure in the certain reinforcement configuration. BarChip fibre polypropylene as the material for enhancement of the ductility factor is applied to the concrete beam. Three types of BarChip fibre configuration were examined: randomly spreading, placing at the mid-span area, and concentration on the tension zone. The experimental program included five beam specimens. Two of the beams were control specimens in which one was reinforced with no fibre, while the other one did not have any Barchips polypropylene. Each one of the other three specimens was reinforced with one of the above mentioned fibers by 0,4% volumetric ratio. Investigating the following issues for medium-high concrete strength was the goal of this study. In order to determine whether adding 0.4% volumetric ratio of polypropylenes as additional bar reinforcement in beams would provide adequate strength and stiffness properties comparable to reinforcing steel used as minimum bar reinforcement, it was necessary to first assess the effectiveness of each type of oriented fiber configuration on the bending strength, then to look into each beam's bending strength, shear strength, toughness, crack patterns, and near ultimate load crack width. The findings demonstrated that the bending capacity of the beam specimens was raised by all three types of polypropylene configuration more than by the beam reinforced with the fewest amount of bar reinforcement. Additionally, some of the employed fibers may cause failures other than pure shear. It is reccomended to spread the polypropylene within the tension zone of the reinforced concrete beam on the bottom mid span.
 Keywords: Fibrous Concrete, Polypropylene, Ductility, Reinforced, Beam

Performance Prediction of Hybrid Bamboo-Reinforced Concrete Beams Using Gene Expression Programming for Sustainable Construction.

The building and construction industry's demand for steel reinforcement bars has increased with the rapid growth and development in the world. However, steel production contributes to harmful waste and emissions that cause environmental pollution and climate change-related problems. In light of sustainable construction practices, bamboo, a readily accessible and eco-friendly building material, is suggested as a viable replacement for steel rebars. Its cost-effectiveness, environmental sustainability, and considerable tensile strength make it a promising option. In this research, hybrid beams underwent analysis through the use of thoroughly validated finite element models (FEMs), wherein the replacement of steel rebars with bamboo was explored as an alternative reinforcement material. The standard-size beams were subjected to three-point loading using FEMs to study parameters such as the load-deflection response, energy absorption, maximum capacity, and failure patterns. Then, gene expression programming was integrated to aid in developing a more straightforward equation for predicting the flexural strength of bamboo-reinforced concrete beams. The results of this study support the conclusion that the replacement of a portion of flexural steel with bamboo in reinforced concrete beams does not have a detrimental impact on the overall load-bearing capacity and energy absorption of the structure. Furthermore, it may offer a cost-effective and feasible alternative.