Concentrically Braced Frames Research Articles

Improving the Behavior of Reinforced Concrete Frame Using an Innovative Metallic Shear Damper

ABSTRACTDespite the advantages of reinforced concrete (RC) frame, they are susceptible to damages under seismic loading. This is due to the fact that the main elements of the RC frame carry the gravity load in addition to the lateral loading. So imposed seismic energy is dissipated through the two ends of the beam, making the repair of the element complicated due to the gravity load. Although adding concentrically braced frames (CBFs) improves the lateral strength and stiffness, the ductility of the system is reduced. This shortcoming is due to the susceptibility of the diagonal elements to buckling. To do so, in this paper, an innovative metallic damper was investigated numerically and parametrically. The damper compound of the shear plate is surrounded by two HSS sections at two ends. The damper pertains to simplicity of construction and implementation. Also, the required equation to design and prediction of the system is presented. To investigate the behavior of the system, dynamic (to consider its suitable performance against seismic expiation) and static analyses (to determine the structural parameters) were carried out. Results revealed that the HSS section used as flanges for the shear plate not only improves the behavior of the plate but also contributes to resisting the applied load. Also, the reduction of the length to the height ratio of the damper enhances the stiffness and strength and stiffness. Subsequently, the variable Ф was defined as the ratio of the strength of the flanges to the web plate that affects the response of the damper. Although raising the Ф reduced the stiffness and ultimate strength, it is suggested to design dampers with Ф > 2 to achieve suitable overstrength in accordance with economical aspects. Also, time‐history analysis indicated that the proposed damper prevents the buckling of the CBF elements and improves the energy‐dissipating capacity of the system.

Seismic performance of steel braced frames equipped with dissipative replaceable components

The structural performance of steel braced frames equipped with a new typology of dissipative replaceable components (called DRBrC) is analyzed and compared to the one of a traditional Concentrically Braced Frame (CBF) with diagonal-tension-only braces, highlighting pros and cons of the different solutions. The main benefit of the proposed system lies in the easy replacement of the damaged dissipative components after the earthquake, allowing to speed up retrofit operations without stopping the activities inside the building. The results of low-cycle assessment and life cycle cost analysis performed in the framework of the European research project DISSIPABLE confirmed the economic and environmental convenience of the system for repairing operations after seismic events. In the present work, two case study buildings, owing the same geometry and designed for the same loads with and without DRBrC devices, are analyzed and compared in terms of overall seismic performance, relevant parameters versus Intensity Measure (IM) indicators and fragility curves. An in-depth dissertation about design criteria, numerical modelling techniques and analysis procedures in the nonlinear field to be used for the DRBrC frames is provided.

The extended consecutive modal pushover (ECMP) procedure for the seismic assessment of tall dual steel concentrically braced-moment resisting systems and concentrically braced frame (CBF) buildings

The contribution of higher modes to the seismic responses of tall buildings is substantially significant. In recent years, enhanced pushover analyses, developed to account for the effects of higher modes in predicting the seismic demands of tall buildings, have been mostly conducted for moment-resisting (MR) frame buildings. The question is whether these methods can accurately estimate the seismic demands of tall concentrically braced frame (CBF) buildings. Hence, this paper aims to extend the consecutive modal pushover (CMP) procedure for estimating the seismic demands of tall dual concentrically braced-moment resisting systems (CB-MR dual systems) and CBF buildings. In the extended consecutive modal pushover (ECMP) procedure, single-stage and two-stage pushover analyses are performed. Also, the modal properties of the structure are used to modify the displacement increment during the stages of the two-stage pushover analysis. Enhanced pushover methods, including the modal pushover analysis (MPA), modified consecutive modal pushover (MCMP), Extended N2, single-run multi-mode pushover (SMP) and modified upper-bound pushover (MUB) methods as well as the first-mode pushover analysis are implemented for the purpose of comparison. The seismic demands obtained by the pushover methods are compared to those from the most accurate nonlinear response history analysis (NL-RHA). The results demonstrate that although the degree of contribution of higher modes to the seismic demands at the upper storeys of the CB-MR dual systems and CBF buildings is less than the MR frames, this effect should be considered in estimating the seismic demands of this type of mid-rise and high-rise buildings. Furthermore, the ECMP method provides accurate storey drifts for almost all of the CB-MR dual systems and CBF buildings.

Validation of a Numerical Model for Novel Self-Centring Concentrically Braced Steel Frames

Significant inelastic deformations induced in structural systems lead to structures possibly possessing some degree of permanent lateral deformation following major seismic events. These permanent deformations have led to considerable research being conducted over the past 20 years into developing structural systems that exhibit self-centring behaviour. For a structural system such as the concentrically braced frame (CBF), for which the dissipating mechanism is the tensile yielding and compressive buckling of the diagonal steel tubular members, these residual deformations present a problem when considering the structure’s overall resilience to the seismic loading both during and after an event. This paper describes the numerical modelling of a novel self-centring, concentrically braced frame (SC-CBF) system that combines a conventional CBF with a self-centring arrangement to produce a structure that possesses the desirable lateral load-resisting capacity of the CBF but which also re-centres when subjected to many cycles of large inelastic brace deformation. First, an experimental test programme for the SC-CBF is briefly described, followed by a numerical model to capture the SC-CBF’s characteristics during cyclic loading. This numerical model is validated using the experimental test data, showing that the experimental and numerical simulation data match rather well. This development presents a platform upon which further research through experimental testing and numerical simulation can be conducted. The proposed SC-CBF system can then be developed into a viable lateral load-resisting system that will provide a more resilient system than the current conventional CBF.

Performance-based seismic design of sliding gusset plate braced frames incorporating thermodynamic models

A sliding gusset plate braced frame (SGBF) is proposed to enhance the seismic resilience of steel concentrically braced frames (CBFs). The symmetric friction connection (SFC) is used at the brace-to-gusset plate connection to create a sliding gusset plate brace. The sliding gusset plate brace offers high initial stiffness to withstand wind and service level earthquake loads. It also absorbs energy through friction beyond service level earthquakes, which mitigates performance degradation caused by brace buckling. Besides, replaceable links are added to the beam ends where plastic hinges are anticipated to form, creating a dual system that allows for damage control and rapid repair. The paper first presents the design concepts and performance objectives of SGBFs. Subsequently, a thermodynamic model is established to reveal the energy–temperature–coefficient of friction (CoF) (E-T-μ) relationship based on quasi-static tests of SFCs. The model partially tackles and addresses the challenge of temperature-dependent variations in CoF during sliding. By incorporating the model into performance-based seismic design, the overstrength ratio of SFC due to temperature-induced hardening can be quantified, according to the energy absorption demand of a specific SGBF during an earthquake. In this manner, unexpected damage and failure of members adjacent to the SFC and sliding gusset plate braces can be avoided. To demonstrate the application of the thermodynamic model and verify the seismic performance of SGBF, a prototype is designed based on a practical four-story hospital and validated through an excessive array of nonlinear dynamic analyses. The results show that the proposed SGBF can achieve the targeted performance objectives under different seismic shaking intensities. In addition, the SGBF has a sufficient margin of safety against collapse. Hence, the proposed SGBF can be used as an efficient and resilient structural system in high seismic zones.

Seismic Design and Evaluation of Elevated Steel Tanks Supported by Concentric Braced Frames

The current investigation delved into the seismic analysis, design intricacies, and assessment of the response of elevated steel containment tanks when supported by concentrically braced frames. The primary focus was placed on comprehending the behavior of the supporting structure, recognizing its heightened vulnerability to damage under horizontal excitation—insights gleaned from reconnaissance teams studying earthquake aftermaths worldwide. A specific case study unfolded featuring a steel concentrically braced frame as the supporting structure, aligning with prevalent industry norms. Throughout the entire process, spanning design phases, seismic vulnerability assessments, and response evaluations, special emphasis was placed on the internal fluid sloshing phenomena. This nuanced consideration plays a pivotal role in shaping the dynamic response of the system. The study introduces two distinct design methods: the first method aligns with relevant international codes, while the second method innovatively incorporates the compressive strength of the braces into its approach. To evaluate the dynamic response of the elevated tank, both linear and nonlinear advanced analyses were employed. The comparative analysis of various strategies underscores the impact of the chosen design methodology on the overall system response. This multifaceted exploration aims to contribute valuable insights to the seismic resilience and design optimization of elevated steel containment tanks, furthering the understanding of their performance under seismic forces.

Comparative Analysis of Concentrically Braced Frames with FeSMA and Steel BRBs Under Long-Duration Earthquakes

ABSTRACT Owing to high fatigue life, the iron-based shape memory alloy (FeSMA) buckling-restrained braces (BRBs) are emerging as a promising candidate against long-duration earthquakes. However, the corresponding analysis cannot be found. Current emphasis is paid on unveiling the seismic response differences between concentrically braced frames (CBFs) with FeSMA and steel BRBs when they are attacked by long-duration earthquakes. To directly assess the effect of earthquake duration, this paper selects a total of 90 pairs of short- and long-duration earthquake records, which are record-to-record spectrally equivalent over a wide range of fundamental periods, for nonlinear time history analysis. A benchmark six-story CBF is selected for demonstration purposes. In the numerical simulation process, the fatigue-induced damage is particularly considered. A preliminary examination is first conducted in the case study, in which a representative pair of short- and long-duration records is selected. In what followed, the statistical results from the ground motion suites are analyzed. This work not only highlights the higher failure risk of steel BRBs than FeSMA BRBs under long-duration earthquakes associated with maximum considered earthquake hazard level, but also confirms the advantages of FeSMA BRBs over steel BRBs in controlling residual deformations.

Numerical investigation on stress concentrations of circular steel X joints

The most important reasons for the usage of steel as a building material are its high strength and ductile behavior, which can be defined as inelastic deformation or displacement capacity under a certain load. Steel frames are required to sustain the horizontal loads during an earthquake. The steel frames are classified as moment-resisting steel frames, concentric steel braced frames, eccentric braced steel frames, and buckling restrained braced frames. These steel frames can be designed with a high ductility level frame, limited ductility level frames, and ductility level mixed frames. In this study, stress concentrations due to the maximum compression force that may occur during an earthquake have been examined by the finite element method at the connection point of the circular cross-sectional braces of the central X-type braced steel frame with a high ductility level. Stress concentrations in the X-type brace were investigated depending on the variation of the cut surface required for the connection plate due to the change in the angle between the braces and the differences in the weld thickness applied in this region. In the models, the angle between the braces is designed as 60°, 75°, and 90° and the weld thicknesses are defined as 3.5 mm, 5 mm, and 7 mm. The results are obtained by applying the same compressive and tensile forces to the braces under the same boundary conditions and compared for these different models. It is obtained that the highest stress values occur along the direction of the tensile force in the tension profile and nearly at a distance of 5 mm after the cut. The maximum stress values decrease when the intersection angle between the braces increases from 60° to 90°.

Improving the behavior of the CBF system using an innovative box section damper: Experimental and numerical study

In this study, an innovative shear damper made of a box section with an easily constructed method, lower cost, and higher energy dissipation capacity compared to existing dampers was introduced to address the low energy dissipation capacity of Concentrically Braced Frames (CBFs) resulting from the buckling of their diagonal compression members under earthquake loading. In this regard, firstly, an experimental test was conducted to evaluate the cyclic performance of the proposed damper. Subsequently, a comprehensive parametric study, based on robust finite element analysis validated by experimental results, was carried out to examine the effects of the proposed passive metallic energy damper on the cyclic performance of CBFs. Experimental and numerical results indicated that the proposed damper exhibits suitable performance with stable hysteresis curves and no degradation in stiffness, strength, and energy dissipation. The results also revealed that the proposed damper demonstrates an overstrength exceeding 1.5 (as recommended by AISC341), and therefore, an overstrength of 2.0 was proposed for the damper. Furthermore, limitations of ρ > 0.55 and ψ > 10 must be applied in the damper design, where…. For optimal performance, it is suggested to design the damper in a way that its web slenderness varies between 67 and 113. Additionally, the proposed equation was in good agreement with finite element results in predicting the ultimate strength of the damper.

Seismic performance of rocking braced frames with double base plate connections

This paper presents a rocking system for concentrically braced frames (CBFs) to mitigate the seismic demands induced by seismic motions. The proposed system incorporates double base plate connections (DBPCs) at the base of the braced-bay columns, enabling them to uplift and initiate a rocking motion. The DBPC comprised two base plates: the upper one is thin, connected to the column and designed to yield under uplift loading, while the lower one primarily distributes compressive loads to the foundation. The DBPC was modeled using a combination of spring and gap elements in SAP2000 software. A comparative study was performed to investigate the seismic performance of the proposed rocking system against a conventional CBF system. Key parameters such as the thickness of the upper base plate and the arrangement of anchor rods were considered. Four prototype frames of different heights (3, 6, 9, and 12 stories) were investigated under the Sylmar-x record using the nonlinear time history analysis. The results demonstrated that utilizing rocking braced frames with double base plate connections can remarkably mitigate the base shear force by softening the structural response, decreasing the seismic damage experienced by the structure. The upper base plate acted similarly to a footing damper, absorbing a substantial amount of energy by yielding. Importantly, the residual drifts caused by the plastic deformations of the upper base plate remained within the acceptable performance limits for self-centering systems. Moreover, the self-centering mechanism was achieved solely through the structure’s self-weight, eliminating the need for additional re-centering devices.

Unveiling the Seismic Performance of Concentrically Braced Steel Frames: A Comprehensive Review

Steel braced frames resist earthquake ground motion by undergoing several cycles of inelastic deformation. These deformations include elongation under tension and buckling in compression. To facilitate an understanding of the inelastic response of concentrically braced steel members under cyclic loading, several experimental, numerical, and analytical studies have been carried out by various researchers around the world. To overcome buckling, one of the primary failure mechanisms in Concentrically Braced Frames (CBFs), different bracing systems with recently developed mechanisms were implemented to tackle this phenomenon. The main features of these systems are to dissipate the earthquake-induced energy effectively, with minimum damage to buildings and infrastructure. Such systems still have some drawbacks, such as weight, price and specific performance issues. This work comprehensively studies CBFs, including concept, design, seismic behavior and performance for conventional, modern, and self-centering bracing systems. It summarizes 27 test programs for conventional CBFs, highlighting the different alternatives and approaches used by various researchers. Several additional studies incorporating self-centering bracing systems are also emphasized. The work finally highlights the advancements and challenges in achieving more sustainable solutions for the built environment.

Structural Performance of Single and Double-Section CBF Braces with Different Lengths Under Cyclic Loading

Concentrically Braced Frames (CBFs) are structural systems that are recommended to be constructed in earthquake-hazard areas. The brace is a CBF component that plays a role as an energy dissipator due to the seismic action. To result in a good performance, the brace is required to be strengthened. Adding a sectional area to the brace is one method for strengthening. Accordingly, the axial load is able to be distributed over a larger area, which may reduce the axial stress in the brace. So far, many kinds of research have been conducted to study brace behavior. However, the influence of adding a sectional area and increasing brace length to enhance brace performance has not yet been clarified. This paper experimentally investigated several braces under cyclic loading. Those braces were distinguished by their sectional area and length. The cyclic loading was managed by yield displacement control. The observation was mainly conducted on the performance parameter, which comprises strength, stiffness, and dissipation energy. The study discovered that enlarging the area section significantly increases the structural performance. Contrarily, the brace's performance tends to decrease when the brace is lengthened. Eventually, it can be recommended that enlarging the sectional area be taken as a solution to improve long-brace seismic performance in the CBFs system.

Inelastic Deformation and Local Slenderness Requirements for Rectangular HSS Braces

Rectangular hollow structural sections (HSS) are commonly used as bracing in concentrically braced frames (CBFs) designed and detailed for seismic design requirements. As the primary yielding component in CBFs, braces are expected to sustain large inelastic axial deformation during earthquake loading. It is well known that their deformation capacity depends on the width-to-thickness ratio (local slenderness). Until 2013, HSS sections were produced to meet ASTM standard A500/A500M; after 2013, the ASTM 1085 specification was implemented, and since that time, HSS sections have also been produced to meet ASTM A1085/A1085M standards. Where the ASTM A500/A500M specification requires minimum yield and tensile stress values as well as a minimum elongation and tolerances on the wall thickness, the ASTM A1085/A1085M specification also requires a minimum Charpy V-notch (CVN) toughness, a maximum yield stress of the steel, and tighter tolerances on the wall thickness and radius of curvature of the corner. These requirements offer a more reliable brace for CBFs in seismic regions. Yet there has been limited research investigating the cyclic axial response of these members. A research study was undertaken to investigate the response of ASTM A1085/A1085M tubes using the response of ASTM A500C tubes as their reference. Forty-one brace specimens were tested under cyclic inelastic axial deformation. Comparison of the data shows that most of the ASTM A500/A500 M Grade C and ASTM A1085/1085M braces meet the respective requirements of their respective ASTM standard and that the differences between the performance of ASTM A500/A500M and ASTM A1085/1085M braces are not dramatic. In addition, the study investigated the impact of width-to-thickness ratio, global slenderness, and displacement history on the response of the braces. The data show that the current AISC 341-22 high-ductility slenderness limit for special concentrically braced frame (SCBF) braces is slightly conservative. However, the data suggest that the moderate ductility slenderness limit used for ordinary concentrically braced frame (OCBF) braces is significantly more conservative than required for consistent seismic safety. Further research is required to determine appropriate limits; this paper provides some initial recommendations based on this dataset.

Performance evaluation of concentrically braced frames equipped with pure bending yielding damper

In this paper, the seismic performance of steel concentrically braced frames (CBFs) equipped with the newly proposed pure bending yielding (PBY) damper is examined. The PBY damper, developed by the second author and his co-worker, is a type of steel damper that converts axial force to pure bending in a concentric brace. This is done through steel plates installed perpendicular to the brace axis that are resting on rollers placed symmetrically to produce four-point bending. For the sake of evaluation, 4, 8, and 12-story buildings composed of CBFs are studied. Results of experiments on the same damper are used for verification. The pushover analysis of the CBF systems shows that the systems equipped with the proposed damper are superior to the special concentric braced frames regarding ductility and stability in the nonlinear area of behavior. Besides, nonlinear dynamic analysis under 11 consistent and scaled ground motions exhibits that the residual drifts of the proposed system are less than 1% which is small enough to save nonstructural elements. All of the other structural elements, except for the PBY dampers, are shown to remain in the elastic region free of any seismic damage that confirms the suitable seismic behavior of the system.

Column Link Behavior in Eccentrically Braced Composite 3-Dimensional Frames

Eccentrically braced frames are renowned for their capacity to absorb seismic forces while offering greater adaptability. These frames incorporate bracings that are joined to the beams with an intentional offset, forming a connection within the beams. Nevertheless, there are drawbacks associated with implementing these beam connections when renovating frames. This paper seeks to enhance the design approach by introducing an eccentric link within the column of a composite structure. Eccentric braced frames (EBFs) are hybrid systems that offer both ductility in moment resisting frames (MRFs) and lateral stiffening in the concentrically braced system. The study examines composite frames with 5, 10, and 15 stories using eccentric X- and V-type bracings with an eccentricity of 0.5 m and 1 m. Three different earthquake zones are considered, based on Indian seismic code provisions: zone 3, zone 4, and zone 5. The structures are analyzed computationally by nonlinear time history analyses. The lateral load-resisting behavior of the structure with the same eccentricity in beam links and column links is compared. Then, the structure is subjected to a pushover analysis to study the performance characteristics such as capacity curve, lateral displacement, inter-storey drift, and plastification of the structure. As anticipated, compared to conventional moment resisting frames (MRFs) and concentrically braced frames (CBFs), eccentrically braced frames have better energy dissipation. Furthermore, the behavior of X-braced column links is found to be similar to the performance of beam links, but V-braced frames showed better performance in column link frames than in beam link frames. Also, the increase of the link length played a major role in the ductility of the frames.

Improving the behavior of concentrically braced frame braces using a flexural damper: Experimental and numerical study

SummaryAlthough the concentrically braced frames (CBFs) systems have high lateral elastic stiffness and strength, they reflect a low seismic energy absorption capacity mainly due to their diagonal buckling under compressive loading. To overcome this problem, researchers have proposed metallic shear damper as the most popular due to its satisfactory performance and affordable cost. In this paper, an innovative metallic damper with a flexural mechanism is proposed to improve the behavior of CBF systems. It provides ease of fabrication and replacement after damage, competitive cost, and improved resistance to buckling of the CBF member. The performance of the damper was evaluated experimentally and numerically. Subsequently, two types of dampers, (a) made of rectangular flexural plates (RFP) and (b) made of I‐shaped flexural plates (IFP), were designed and evaluated. Experimental as well as numerical results indicated that both dampers provide stable and symmetrical hysteresis curves with a high energy absorption capacity. Results indicated that the IFP damper has greater stiffness (1.94–2.3 times) and ultimate strength (1.76 times) but a lower overstrength (66% less) and ductility (47% less) than the RFP damper. Moreover, design expressions were presented for the proposed damper and showed a good agreement with finite element results.

Determining the seismic performance factors of quasi-X bracing systems

This paper proposes two novel quasi-X bracing systems to resolve the drawbacks of concentrically braced frames (CBFs) and enhance their ductility. The seismic performance factors (SPFs) for moment-resisting frames equipped with these braces are determined according to the FEMA P695 approach. In pursuit of this aim, a three-dimensional set of 2-, 4-, 6-, and 8-story archetypes in two separate seismic design categories (SDC Cmax and Cmin) were designed considering presumed SPFs. Initially, non-linear static (pushover) analysis was carried out on each of the archetypes, and their period-based ductility and over-strength factors were extracted. Afterward, the archetypes' seismic performance was evaluated by performing incremental dynamic analysis (IDA) under far-field ground motion (FFGM) records, and the accuracy of the presumed response modification factor was examined as per FEMA P695. Based on the obtained results, a response modification factor of 5 is deemed acceptable for the design of both quasi-X bracing systems. Furthermore, the values of the deflection amplification factor and the over-strength factor are acquired as 5 and 3, respectively.

The effect of the ground motion frequency content on seismic performance and fragility curve of special concentric braced frames

Several articles have investigated the effect of various seismic parameters on the response of the structure. However, there has been limited discussion on the impact of seismic frequency content on the brace failure modes and the collapse mechanism of this system. This study investigated the effect of this parameter, considering three special concentric bracing frames of 2, 4, and 6 stories. For the frame dynamic analysis, the open system for earthquake engineering simulation software (OpenSees) is used. To evaluate the effect of frequency content, 60 earthquake records with high, medium and low frequency content are selected from the pacific earthquake engineering research center ground motion database, considering the peak ground acceleration divided by the peak ground velocity ratio. Incremental dynamic analysis is conducted to draw fragility curves and examine the response of structures.The results indicated that the collapse capacity of structures decreased as the frequency content was reduced. The percentage of reduction in collapse capacity under earthquakes with high to the low frequency content in 2, 4 and 6 story structures were 68, 67 and 71, respectively. In fact, reducing the frequency content increased the probability of occurrence of low cycle fatigue mode in the brace.

An innovative I‐shaped low‐yield steel shear damper directly connected to the concentrically braced frame

AbstractShear dampers are known as famous seismic passive energy devices due to their suitable performance against seismic loading to improve the behavior of Concentrically Braced Frames (CBFs). The CBF system suffers from low ductility due to its compression member's susceptibility to buckling. By adding the shear dampers directly to the diagonal element members of the CBF, the dampers prevent the bucking of the CBF and improve the behavior of the system. Although the dampers pertain to high energy dissipation capacity, they reduce the ultimate strength and elastic stiffness of the system. To overcome the shortcoming, in this paper, utilizing low‐yield point steel to create an I‐shaped damper is proposed and investigated parametrically and numerically by the Finite Element Method (FEM). This damper is directly connected to the CBF's diagonal member. The results indicated that by using the proposed I‐shaped damper, the ultimate strength, elastic stiffness, and energy dissipation of the system are enhanced. Also, the damper prevents the bucking of the CBF, which causes the damages to be limited in the damper, and the CBF to remain in the elastic zone. Also, required equations were suggested to design the system.

Seismic Performance of Brace Middle‐Connection in Steel Concentrically Braced Frames with X‐Bracing

AbstractThis paper presents the experimental investigation of two brace middle connections: 1) using a slotted tube knife‐plate connection (STKPC), and 2) a bolted sandwich plate connection (BSPC). The STKPC consists of a gusset plate slotted through the continuous brace and welded to discontinuous braces. The BSPC consists of two cover plates and four U‐shaped plates connecting the discontinuous braces using bolts. The two cover plates pass on either side of the continuous brace and are bolted to the U‐shaped plates. These connections are used to join the discontinuous braces in steel concentrically braced frames (CBFs) configured with X‐bracing. These connections were tested as part of a full‐scale CBF using quasi‐static testing. In both specimens, seismic energy dissipated through yielding and buckling of the braces. However, in the specimen with STKPC, axial deformation is concentrated in a single discontinuous brace, which led to local buckling at mid‐length and subsequent fracture. In contrast, the BSPC is able to better distribute axial deformation between the two discontinuous braces delaying local buckling. Moreover, the measured buckling capacity of braces when using the BSPC matches well the expected compressive resistance calculated using an effective length factor K = 0.45.