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Multi‐storeyed buildings are constructed using precast concrete large panels. Although the resistance to lateral loads during an earthquake can be provided by the walls, the vertical joints between the panels remain the weak links. Conventionally, a grouted vertical joint between precast panels is achieved using minimum number of overlapping transverse horizontal U‐bars or looped wire ropes from the adjacent panels, with a holder bar at the overlap, and subsequent grouting of the gap. It was observed that under in‐plane lateral loads, the shear behavior of such joints, especially those with looped wire ropes, is brittle. This paper presents a study to improve the behavior of conventional joints by introducing diagonal reinforcement (DR). Toward this, 13 specimens were tested under monotonic loading and 2 specimens were tested under quasi‐static cyclic loading. The parameters investigated were the types of transverse joint reinforcement, types and strengths of diagonal reinforcement. The compressive strengths of panel concrete and joint grout were kept similar to industry practice. The specimens with DR showed substantial increase of the shear strength and load retention beyond the peak. The presence of conventional transverse joint reinforcement in addition to DR, increases the retention capacity of the joint. Thus, the behavior of a joint with DR was found to be stronger and more ductile. [ABSTRACT FROM AUTHOR]

This study investigates the torsional performance of reinforced concrete beams with transverse circular openings and examines methods to mitigate the detrimental effects of these openings using Ultra-High-Performance Concrete (UHPC) and diagonal reinforcement. The experimental component involved casting and evaluating eight beams with dimensions of 150 × 200 × 1200 mm under pure torsion. Among these, two beams were solid (without openings), one was made from normal-strength concrete (NSC), and the rest were cast with UHPC. The beams with openings were categorized into two groups based on the size of the openings—small and large. Each group comprised three beams: the first was cast from NSC and included diagonal reinforcement, the second from UHPC with diagonal reinforcement, and the third from UHPC but without diagonal reinforcement. Results indicated that all beams with openings cast from UHPC exhibited a substantial increase in ultimate torque compared to the control NSC solid beam. NSC beams with small openings showed a marginal decrease in ultimate load capacity by 1.47%, whereas those with large openings experienced a significant reduction of 17.65%. UHPC effectively compensated for the strength lost due to the absence of diagonal reinforcement in both small and large openings. Initial stiffness in NSC beams decreased by 19.4% and 70.1% for small and large openings, respectively. Conversely, UHPC beams demonstrated improved initial stiffness, with increases of approximately 64% for small and 34% for large openings. This study proposes ultimate torsional equations for UHPC beams with various opening sizes. These equations are validated by comparing them with results from previous experimental research, examining the performance of UHPC beams with and without openings. [ABSTRACT FROM AUTHOR]

This study investigates the torsional performance of reinforced concrete beams with transverse circular openings and examines methods to mitigate the detrimental effects of these openings using Ultra-High-Performance Concrete (UHPC) and diagonal reinforcement. The experimental component involved casting and evaluating eight beams with dimensions of 150 × 200 × 1200 mm under pure torsion. Among these, two beams were solid (without openings), one was made from normal-strength concrete (NSC), and the rest were cast with UHPC. The beams with openings were categorized into two groups based on the size of the openings—small and large. Each group comprised three beams: the first was cast from NSC and included diagonal reinforcement, the second from UHPC with diagonal reinforcement, and the third from UHPC but without diagonal reinforcement. Results indicated that all beams with openings cast from UHPC exhibited a substantial increase in ultimate torque compared to the control NSC solid beam. NSC beams with small openings showed a marginal decrease in ultimate load capacity by 1.47%, whereas those with large openings experienced a significant reduction of 17.65%. UHPC effectively compensated for the strength lost due to the absence of diagonal reinforcement in both small and large openings. Initial stiffness in NSC beams decreased by 19.4% and 70.1% for small and large openings, respectively. Conversely, UHPC beams demonstrated improved initial stiffness, with increases of approximately 64% for small and 34% for large openings. This study proposes ultimate torsional equations for UHPC beams with various opening sizes. These equations are validated by comparing them with results from previous experimental research, examining the performance of UHPC beams with and without openings.

A long-span Prestressed Concrete Hunched Beam with Multi-Quadrilateral Opening has been developed as an alternative to steel structural elements. An experimental program was created and evaluated utilizing a single mid-span monotonic static load on simply supported beams, which included six beams with openings and the solid control beam without openings, to investigate the performance of such beams. The number and height of the quadrilateral openings are the variables to consider. According to test results, the presence of openings in the prestressed concrete hunched beam with multi-quadrilateral opening did not considerably affect their ultimate load capacity with respect to a control beam (solid); the diminishing ratio of maximum strength capacity varied from 4.22 % to 13.5 %.

Reinforced concrete (RC) coupling beams can act as an efficient energy-dissipating fuse and force transfer element between RC shear walls in low- to high-rise buildings. To investigate the effect of different reinforcement layouts, amounts of confinement, and loading protocols on RC coupling beams, eight RC coupling beams with a span-depth ratio of 2.5 were tested with three parameters: 1) longitudinal or diagonal reinforcement layout; 2) full, two-thirds, or one-half the amount of confinement relative to ACI 318-19 requirements; and 3) seismic or wind loading protocols. The test results showed that: first, the nominal shear and upper-limit equations for diagonally RC coupling beams in ACI 318-19 may need to be improved, and it is also recommended to consider the contribution of confinement to shear strength; and second, because only minor cracks were observed under the wind with no significant damage, the experiment in this study can act as an example of structural verification for performance-based wind design. [ABSTRACT FROM AUTHOR]

In topology optimization with discrete model finite element analysis (FEA), feasible reinforcement domain determines to a large extent the result, and the trade‐off between accuracy and efficiency of optimization as well. Therefore, a cantilever reinforced concrete short beam was comparatively optimized based on five feasible reinforcement domains with complexity at different levels, respectively. The outcomes exhibit that, it is reasonable to evolve reinforcement layout by topology optimization with discrete model FEA. The orientation of diagonal reinforcement in optimal topologies from complex feasible reinforcement domains would correspond more to the orientation of the principal tensile stress than that using simple ones, since complex ones have rebar distribution with high density or diagonal reinforcement with various orientations. After optimization, the global stress level of the reinforcement decreases, and then utilization rate of the reinforcement strength increases. Additionally, the consumption of rebar and the workload of reinforcement engineering only slightly increased, although such optimal reinforcement topologies are relatively complex. Consequently, the mechanical properties of concrete members can be substantially improved by using a more complex feasible reinforcement domain for optimizing rebar distribution. A complex domain should be chosen on the premise of completing the optimization within a reasonable time in engineering applications. [ABSTRACT FROM AUTHOR]

A novel three-dimensional distributed plasticity model element is formulated and implemented into an open-source computational platform (OpenSees) to enhance nonlinear modeling approaches for lateral force resisting systems utilizing diagonally reinforced concrete coupling beams. The model incorporates a fiber-based concrete cross-section along with truss elements to represent the diagonal reinforcement and contact elements to model reinforcing bar slip at the beam-wall interface. The model is validated using test results from five different experiments that include variations in cross-section geometries, reinforcement configurations, and boundary conditions. Notably, two test specimens shared identical attributes except for their cross-sectional shapes (with and without a slab), whereas another pair were identical except for the degree of axial restraint provided. The final specimen utilized both longitudinal and diagonal reinforcement along the length of the beam. The model accurately predicted overall shear versus chord rotation responses with errors < 5 % and axial growth responses with errors < 30 %. The proposed model provides enhanced modeling options for nonlinear analysis by enabling sensitivity studies to address the potential impacts of coupling beam axial restraint on coupling beam and coupled wall behavior. ● Diagonally reinforced coupling beam. ● Reinforced concrete coupled wall. ● Reinforced concrete beam analytical model. ● Coupling beam axial elongation. ● Reinforced concrete structure numerical model. [ABSTRACT FROM AUTHOR]

This work presents experimental research using draped prestressed steel strands to improve the load-carrying capacity of prestressed concrete non-prismatic beams with multiple openings of various designs. The short-term deflection of non-prismatic prestressed concrete beams (NPCBs) flexural members under static loading were used to evaluate this improvement. Six simply supported (NPCBs) beams, five beams with openings, and one solid specimen used as a reference beam were all tested as part of the experiment. All of the beams were subjected to a monotonic midpoint load test. The configuration of the opening (quadrilateral or circular), as well as the depth of the chords, were the variables studied in this study. In comparison to a solid beam, experimental results show that beams with openings have a lower load-carrying capacity not exceeding (2.3–10.6%) and higher mid-span deflection through all loading stages of elastic, service, and ultimate loads (14–73%), (19–44%), and (31–55%), respectively. Furthermore, specimens with circular openings had stiffer behaviour under load than those with quadrilateral openings. Beams with quadrilateral openings and inclined posts, on the other hand, were stiffer than beams with quadrilateral openings and vertical posts.

The aim of this study was to scrutinize the seismic behavior of coupling beams according to the quantity of diagonal reinforcement. Four specimens with different diagonal reinforcement quantities were tested with reversed cyclic loading. The shear strength and deformation capacity of coupling beam specimens were compared to those from ACI 318–19 and ASCE 41–17, respectively. With a decrease in diagonal reinforcement, shear strength and chord rotation capacity of diagonal reinforced coupling beams (DRCBs) diminished. An empirical equation to calculate the minimum quantity of diagonal reinforcement was proposed to satisfy the limiting deformation capacity using regression analyses with test data of 45 collected DRCB specimens. [ABSTRACT FROM AUTHOR]

Abstract Twenty-seven large-scale beams with dapped-end have been prepared, cast and tested to failure in the three points loading arrangement. One control beam has been designed in accordance with requirement of standard code while the dapped-end reinforcement scheme of other beams has been derived from the control beam. In selected beams, engineered cementitious composites (ECC) has been utilized in the dapped-end region. The test results exhibited that DR is more appropriate and higher capacity than HR in resisting the shear force. In addition, the reinforced engineered cementitious composites dapped-end beams (R-ECC-DEB) showed higher structural performance compared to the normal reinforced concrete dapped-end beams (RC-DEBs). The strength of ECC also has direct effect on the failure capacity of the R-ECC-DEB, in which higher strength of ECC leads to higher failure capacity of R-ECC-DEB.

Abstract Coupled shear walls are efficient in resisting lateral forces induced by winds and earthquakes. However, it is difficult to construct coupled shear walls particularly because current design codes require complex reinforcing details within coupling beams. The objective of this study was to develop simple reinforcement details for diagonally reinforced coupling beams; reducing transverse steel by use of high-performance fiber-reinforced cementitious composites (HPFRCCs) and bundling diagonal bars are explored. Four coupling beam specimens with length-to-depth aspect ratios of 2.0 or 3.5 were fabricated and tested under cyclic lateral displacements. The test results revealed that HPFRCC coupling beams with bundled diagonal bars and widely spaced transverse reinforcement (one-half the amount of reinforcement required by current seismic codes) exhibited excellent seismic performance compared with ordinary concrete coupling beams having code-required distributed diagonal reinforcement and transverse reinforcement.

Highlights • The inclusion of steel fibers improves flexural behavior and toughness of concrete. • SFRC significantly contributed to prevent the buckling of the diagonal reinforcement. • Using fibers as transverse reinforcement improves constructability of coupling beam. • Shear strength is well predicted considering contribution of diagonal concrete strut. Abstract This study investigates the effects of using steel fibers as transverse reinforcement on the seismic performance of diagonally reinforced coupling beams that are composed of normal- and high-strength concrete. Four types of coupling beams were fabricated and tested under quasi-static reversed cyclic loading. A normal-strength reinforced concrete (RC) coupling beam with the compressive strength of 40 MPa was designed with the full confinement of a beam section according to ACI 318-14. A second RC coupling beam specimen with the same reinforcement details and concrete with the compressive strength of 80 MPa was fabricated also to evaluate the effects of strength. In addition, steel fiber was used in an attempt to simplify the complex details of transverse reinforcements for diagonally RC coupling beams. To this end, two fiber volume fractions of 1.0% and 1.25% were used for 40 MPa and 80 MPa steel fiber-reinforced concrete (SFRC) coupling beams, respectively. Test results indicated that the shear strength of the coupling beams increased with an increase in compressive strength, whereas the energy dissipation capacity was similar for the normal- and high-strength concrete RC coupling beams. Furthermore, this study found that the inclusion of steel fiber prevented buckling of the diagonal steel rebar as well as provided additional transverse reinforcement. The overall performance, including strength, stiffness degradation, and the energy dissipation capacity, of the SFRC coupling beams was similar to that of the conventional concrete coupling beams. Comparisons of the conventional concrete and SFRC beam specimens indicate that the use of steel fiber allows for the simplification of transverse reinforcement construction details for diagonally reinforced coupling beams. [ABSTRACT FROM AUTHOR]

An innovative precast concrete (PC) T-wall panel system was developed to enhance constructibility and lateral load resistance of fasttrack, low-rise buildings. The system consists of bolt-type connections between PC wall panels and emulated cast-in-place joints between the flange-wall and web-wall components. To confirm its lateral-load-resisting and seismic performance, reversed cyclic tests of two two-thirds-scale PC T-walls with and without diagonal reinforcing bars were conducted under displacement control. Test results showed that the T-wall specimen without diagonal reinforcement performed reasonably well in terms of lateral stiffness, strength, and ductility, except for slip behavior. On the other hand, the use of supplementary diagonal reinforcement in each panel adversely affected the lateral ductility and energy dissipating capacity. All the details of the bolt-type connections between the lower and upper panels proved to be robust and practical. Finally, simplified prediction methods for strength and displacement are presented that can be used to develop design guidelines. [ABSTRACT FROM AUTHOR]

Coupling beams between shear walls are one of the key elements for energy dissipation in tall buildings. A representative mathematical model of coupling beam should represent flexure, shear and interface slip/extension mechanisms simultaneously. This goal can be achieved by using either detailed finite element models or by using macro models. This paper presents a review of various macro model alternatives for diagonally reinforced coupling beams in the literature. Three distinct methods have been reviewed in terms of their modeling techniques, the cyclic response overlap and the amount of cumulative plastic energy dissipated based on the results of previously performed tests. Through an analytical study, adequately accurate results can be captured by using macro models, although they are simpler in practice compared to sophisticated micro models. This study shows that, by modifying ultimate shear capacities where concrete material between diagonal bundles is adequately confined, it is possible to capture a more realistic result and a better approximation to the actual responses. It is also concluded that a simpler numerical model for diagonally reinforced coupling beams can be achieved by introducing linear part of slip/extension behavior into elastic part of the beam. It is observed, as a result of this study, that the ratio of effective stiffness to that of the gross cross-sectional one ranges from 0.04 to 0.14 in diagonally reinforced coupling beams depending on the aspect ratio and the beam strength parameters. [ABSTRACT FROM AUTHOR]

Two approximately half-scale four-story coupled shear wall specimens were tested under both gravity and lateral displacement reversals. Specimen CW-RC, featuring traditional reinforced concrete (RC) shear walls and RC coupling beams, sustained ductile hysteretic response up to 3.00% drift. Specimen CW-S, featuring RC shear walls and steel coupling beam with low yield point steel (LYP) web, failed after completion of 2.00% drift cycles. The proposed connection detailing between the steel coupling beam and RC shear wall worked well in Specimen CW-S. Research results indicate that a ductile coupling beam design does not guarantee a ductile behavior of a coupled shear wall system. RC shear walls should be proportioned for axial and shear based on the provided coupling beam capacities. Design recommendations are provided. [ABSTRACT FROM AUTHOR]

This study aims at exploring the use of high performance fiber-reinforced cement composites (HPFRCCs) as an innovative method of improving the seismic performance of slender coupling beams. Also, the effect of diagonal reinforcement in slender coupling beams is evaluated in comparison to conventional reinforcement. Three 1/2-scale coupling beams having the length-to-depth ratio of 3.5 were tested under cyclic lateral loading up to about 10% drift. The key test variables were material type and reinforcement layout. For the material type, normal concrete and HPFRCC using PVA discrete fibers of 2% volumetric ratio were compared. The mix proportions of the HPFRCC were determined through detailed material tests. Two types of reinforcement layout were tested: conventional and diagonal layout. Furthermore, the strength and stiffness characteristics of reinforced concrete or HPFRCC coupling beams are examined by assembling a database of almost all coupling beam tests available in literature. [ABSTRACT FROM AUTHOR]

The presence of multiple regular openings in beams provides an effective design by allowing passage of the pipes and ducts needed for different services in a building and by distributing the stress concentrations around the openings along the entire beam length. The present study investigated the in-plane flexural behavior and service-load deflections of reinforced concrete beams with regular openings. The analytical estimates obtained from different formulations in the literature were compared to the experimental results of specimens with different reinforcement schemes. Irrespective of the final failure of the beam, the service-load estimates calculated based on the Vierendeel failure mode were shown to be in close agreement with the experimental values. Nevertheless, the initial portions of the load-deflections curves of specimens failed in pure flexure coincided with the analytical curves corresponding to the flexural failure, rather than the curves corresponding to the Vierendeel failure. [ABSTRACT FROM AUTHOR]

Reported are the results of experiments on 10 rectangular reinforced concrete (RC) beams with and without multiple web openings. The effects of opening geometry, the use of longitudinal stirrups in the posts between the openings, the use of diagonal reinforcement around openings, and the longitudinal reinforcement ratio on the flexural behavior of RC beams with openings were investigated. The stirrups in the posts were shown to have a significant contribution to the ductility of an RC beam with openings if no diagonal reinforcement is used. For the same reinforcement details, RC beams with circular openings were found to have higher load capacities and ductilities than beams with rectangular openings. The experiments indicated that the posts between the openings need to be prevented from undergoing shear failure to avoid Vierendeel truss action and allow a beam to develop its ductility and bending capacity. [ABSTRACT FROM AUTHOR]

Highlights: [•] RC beams with multiple circular or square web openings were tested. [•] Diagonal reinforcement around openings prevented premature failure of the beams. [•] Sharp corners of square openings cause higher reductions in ultimate loads. [•] Presence of multiple openings in the span has a positive effect on beam behavior. [•] Stirrups in chords and full-depth stirrups next to openings prevent shear failure. [Copyright &y& Elsevier]

Reinforced concrete (RC) shear walls connected by coupling beams form an efficient structural system for tall buildings to resist earthquake loads. Understanding the load-deformation characteristics of coupling beams is essential to modeling the overall system responses of coupled walls to seismic loading. Using new test data presented in a companion paper, modeling studies are performed to evaluate the effectiveness of current modeling approaches with respect to key parameters, including effective elastic stiffness, deformation capacity, and residual strength. Modeling approaches commonly employed in engineering practice are investigated and are shown to reasonably capture measured force-versus-deformation behavior. The impact of the test specimen scale factor is reviewed and shown to be potentially significant on the member effective bending stiffness and deformation capacity. The modeling studies are expanded to include beam aspect ratios not considered in the test program to develop modeling parameters for use in seismic rehabilitation and performance-based seismic design. [ABSTRACT FROM AUTHOR]

An efficient structural system for tall buildings to resist earthquake loads consists of reinforced concrete (RC) shear walls connected by coupling beams. Construction of coupling beams that satisfy the strength and detailing requirements set forth in ACI 318-05 for diagonally reinforced coupling beams is cumbersome and costly; therefore, ACI 318-08 provides a new detailing option that aims to improve the constructibility while maintaining adequate strength and ductility. Eight 1/2-scale specimens were tested to compare the performance of beams constructed using new and old detailing options, to compare beams with diagonal reinforcement to beams with straight bars at higher aspect ratios, and to assess the impact of reinforced and post-tensioned (PT) slabs. Test results indicate that the new detailing approach provides equal, if not improved, behavior as compared to the alternative detailing approach and that including a slab had only a modest impact on strength, stiffness, ductility, and observed damage. [ABSTRACT FROM AUTHOR]

In order to make the coupling beam with small span-to-depth ratio meet the requirements in terms of bearing capacity, ductility and energy absorption, the fiber reinforced concrete (FRC) which shows excellent uniaxial tensile strain-hardening properties, cracks control ability and energy dissipation was introduced to cast the beam. The four diagonally reinforced FRC coupling beam specimens with small span-to-depth ratio and one diagonally reinforced common concrete beam were tested under reversed cyclic lateral loading. The specimens' failure process, failure modes, bearing capacity, deformation capacity and energy dissipation were studied. The results show that FRC can increase the bearing capacity, ductility and energy dissipation of the coupling beams, and the FRC coupling beams has a high shear capacity and deformation capacity, as well as good resistance to damage before the main diagonal cracks form, which can meet the needs of the bearing capacity and deformation under strong earthquakes and can continue to use without repair or with a little repair. [ABSTRACT FROM AUTHOR]

Abstract: Five reinforced concrete (RC) structural wall specimens were subjected to cyclic loading in order to study the influence of diagonal web reinforcement. The experimental parameters included the amount and configuration of reinforcing bars in the web. The conventionally reinforced wall failed due to web crushing with an abrupt drop in load capacity, whereas the walls reinforced with diagonal web reinforcement failed in a more ductile mode. Test results clearly indicate that the diagonal web reinforcement reduces the shear and sliding displacement components. The specimens with diagonal web reinforcement exhibit less pinching in the hysteresis loops than the conventional one. Consequently, the energy dissipation capacity of the former is superior to the latter. An alternative web reinforcement configuration which combines the superior performance of the diagonal reinforcement and the simplicity of placement of the conventional type is also proposed. Test results reveal that the wall with mixed web reinforcement exhibits performance comparable with the wall with diagonal reinforcement. [Copyright &y& Elsevier]

This paper summarizes a theoretical model to predict the monotonic load–deformation behavior of diagonally reinforced coupling beams. The model assumes all load is resisted by diagonal tension and compression. The diagonal compression is carried by the diagonal reinforcement and the concrete core surrounded by the diagonal bars in that direction, while the diagonal tension is carried only by the diagonal reinforcement. Either rupture of the diagonal reinforcement or crushing of the concrete core defines the end point of the behavior (failure) of the coupling beam. The strain hardening of the reinforcing steel is considered in this study, which is an important source of strength at high deformation. The model is applied and compared to experimental tests that were conducted by several investigators (total of 13 specimens). The specimens vary in terms of dimensions, reinforcement and material properties. The model gave good results compared to the test results. [Copyright &y& Elsevier]

A method of evaluation of the punching strength of reinforced concrete slabs is presented and the correlation between punching resistance and flexural strength clearly established. The punching resistance depends mainly on the reinforcement strength as in the case of flexural strength. It is shown that the effect of the concrete strength on punching resistance is of the same order of magnitude as it is on the flexural strength and can be expressed by the factor I -- g/2 used in the analysis of the ultimate flexural strength of reinforced concrete members. The theory is substantiated by test data. The effectiveness of bending up a part of the flexural reinforcement is discussed. It is proved by a series of tests that by bending up a part of the flexural reinforcement the punching strength of flat slabs can be secured. The method is directly applicable to the design of the column region of flat slabs and suitable charts are provided. [ABSTRACT FROM AUTHOR]

• The structural performance of RC coupling beams is affected by the deviation angle. • The effectiveness of diagonal reinforcement is changed with the failure mode. • The members with larger deviation angle showed smaller ductility capacity. • The energy dissipation capacity is small for members with larger deviation angle. In a coupled shear wall system, the reinforced concrete (RC) coupling beams are allowed to form plastic deformations in order to dissipate seismic energy while maintaining the stability of overall structural system. However, the coupling beams are generally shear-dominated members because of their short shear span-depth ratio, which is usually less than 2. Therefore, under high seismic shear demand, the energy dissipation capacity and ductility of these members are sharply reduced compared to RC beams with larger shear span-depth ratio due to severe pinching effect. In order to avoid any undesirable structural behavior, the current standards stipulate the use of diagonal reinforcing bars in RC coupling beams with short span-depth ratio. Previous studies show that the diagonal reinforcement arrangements improve the structural performance of coupling beams, but the behavior of such members under cyclic bending and shear may significantly vary depending on the orientation of diagonal reinforcement. In this study, the effects of deviation angle between principal stress and diagonal reinforcement direction in the failure region, were experimentally investigated considering the potential failure modes of the coupling beams. Six RC coupling beams were tested under reversed cyclic bending and shear during this research. Experimental results show that the ductility ratio and the energy dissipation capacity of RC coupling beams vary, depending on the orientation of the diagonal reinforcement even when the same amount of diagonal reinforcement is provided. The structural performance of RC coupling beams improves as the deviation angle between direction of principal stress and the diagonal reinforcement becomes smaller. Finally, a finite element method (FEM) analysis was carried out for the test specimens. The FEM analysis results closely agreed with experimental observations that both the ductility ratio and energy dissipation capacity were larger for members with lowest deviation angle. [ABSTRACT FROM AUTHOR]

• Experiments were conducted for diagonally reinforced concrete coupling beams (DRCBs). • The effect of transverse reinforcement on seismic behavior of DRCBs) was investigated. • The strength and deformation capacities of DRCBs were strongly affected by the amount of transverse reinforcement. Coupled shear wall systems have been more popularly used in high-rise building construction in urban areas due to their efficiency in sustaining lateral loads as well as economic effectiveness. During earthquakes, coupling beams in the coupled wall system act as a seismic fuse element that dissipate most of seismic input energy exerted in the system. Diagonally reinforced concrete coupling beams (DRCBs) have been developed for this purpose. The objective of this study was to acquire test data of DRCBs of with different amount of transverse reinforcement and to evaluate the seismic behavior of these DRCBs. Quasi-static cyclic tests were conducted using seven DRCB specimens with different amounts of transverse reinforcement and different aspect ratios. Four specimens had L n / h of 2.0, whereas it was 3.5 for the other three specimens. The shear strengths of individual specimens were compared to that calculated from the shear strength equation specified in ACI 318-14, and their deformation capacities were compared to those specified in ASCE 41-17. It is observed that the amount of transverse reinforcement in DRCBs played an important role in their shear strength and deformation capacities, indicating that the contribution of transverse reinforcement needs to be incorporated to ACI 318 shear strength equation and ASCE 41-17 model parameters. [ABSTRACT FROM AUTHOR]