Eccentrically Braced Frames Research Articles

Effect of brace failure as capacity-based design component on the EBF collapse safety

Eccentrically braced frame (EBF) is considered a suitable seismic resisting system in terms of its high ductility, and stiffness simultaneously. In this frame, nonlinear behavior and energy dissipation are limited to link beam, and other members (capacity-designed members) are designed in proportion to maximum link shear force. Despite the significance of capacity-designed members, their reliability evaluation and the effect of their failure on the overall behavior of EBF have not been studied in prior research. The aim of this paper is to evaluate the effect of brace failure on the probability of collapse by considering system overstrength, varied ratios of the capacity to demand factors (ϕ/γ) in brace design, and seismic hazard curve. To achieve this aim, Incremental Dynamic Analysis (IDA) was used to study nonlinear structural models of EBF, evaluate the force demands on the braces, and the effects of brace failure on the system collapse. The reliability analysis was performed by integrating the viewpoint of LRDF component design with the FEMA P695 system reliability methodology. The results indicate that the probability of total collapse increases significantly at low spectral acceleration due to brace failure. Additionally, the appropriate value of ϕ/γ in brace design can be calculated for different seismic areas and system overstrength to ensure an acceptable margin of collapse safety.

Influence of the designer-assumed cyclic hardening parameters on the overstrength of austenitic stainless steel links

Dissipative zones in buildings allow for the release of energy when a seismic event occurs. The structural analysis of these zones involves the study of the structure at different levels ranging from mechanical properties of materials, adjacent elements, and the whole system.The materials, elements and structures require ductility and strength. Within this framework, austenitic stainless steel (ASS), as a material subjected to cyclic fatigue, shows significant strain hardening and ductility. These promising features require an in-depth analysis when used for dissipative zones. For instance, structures such as eccentrically braced frames (EBFs), whose dissipative zones are placed in links, need that these links achieve the plastic stage first whereas the adjacent elements remain in the elastic stage.The overstrength within the numerical design of structures deserves particular attention, as do the factors involved in the modelling that can affect its assumption.Particularly, a study of the way of cyclic hardening parameters are used can influence the overstrength ASS was carried out. Three ways were considered: average, single values and the superposition of eight backstresses for kinematic hardening. The last one revealed the most conservative results and a higher influence on the link overstrength.It was found that the designed-assumed cyclic parameters directly influenced the link overstrength. With the designed-assumed that considered several changes to the kinematic hardening, the link overstrength was higher with less energy dissipated. Nonetheless, the link’s ductility and dissipated energy increased when the hardening was regular. The experimental material validation and numerical results of the EBF with ASS links were similar.

Seismic performance of eccentrically braced frames with short-links: IDA approach using chilean earthquakes

In this research the seismic performance of eccentrically braced frames (EBF) with short links using Chilean earthquakes is studied. The study includes nonlinear static and dynamic analyses, calibration of numerical link models with experimental studies, and over 15,000 models analyzed. Results show that higher ductility and deformation are obtained in most archetypes, while models with 8 stories exhibit more stiffness and less ductile behavior. Furthermore, the strength capacity and ductility increase with the increment of the seismic zone and soft type of soil. Moreover, the research provides a table with the seismic design parameters for each archetype group comparing these values with Chilean seismic specifications. Finally, the study concludes that structures designed with more strength and stiffness have a lower collapse probability under extreme events. This research provides valuable information for structural design and includes fragility curves and a discussion of results that can be applied to structural design.

Discussion: Design for Local Member Shear at Brace and Diagonal-Member Connections: Full-Height and Chevron Gusset

The paper “Design for Local Member Shear at Brace and Diagonal-Member Connections: Full-Height and Chevron Gusset” (Sabelli and Saxey, 2021) develops equations for checking local member shear demands using a Concentrated Stress Method (CSM) and presents a design example. This discussion presents results from a finite element (FE) model, based on the design example in the paper, to quantify the accuracy of the proposed design equations in predicting beam yielding. The FE model confirmed that the beam yielding state would not have occurred for the example frame under the design forces but would have occurred for forces about 4% higher. The stress and strain distributions observed in the FE model were consistent with those assumed in the CSM, although two points for potential refinement were noted. If beam yielding in a concentrically braced frame is forced, through oversized braces, the plastic mechanism would be like an eccentrically braced frame (EBF) but with higher yield force, and higher beam inelastic rotations and strains for the same inelastic story drift.

Sustainable Seismic Design of Triple Steel Structures

Dual systems composed of steel Moment Frames (MFs) and Eccentric Braced Frames (EBFs) are some of the most popular earthquake-resisting structures (ERSs) worldwide. Triple systems are similar to ERSs but with added hybrid rigid rocking cores (HRRCs) that render the trio sustainable against seismic events. Economy-based Sustainable Seismic Design (SSD) is a new concept with a view to achieving financial benefits and environmental protection. Earthquakes impose the utmost load conditions accompanied by large inelastic distortions of almost all structures. The challenge is always the same: to prevent collapse and attempt repairs. Hence, the aim is to design ERSs with an emphasis on the economy and Post-Earthquake Realignment and Repair (PERR), rather than complying with antiquated guidelines. In conventional ERSs, the aim is to satisfy code requirements, whereas in SSD, the economics and post-earthquake attributes of the system are as important as those during the event. The physical effort involved in PERR is directly affected by the design objectives. SSD is part of neither college curricula nor design guidelines. This article promotes the notion that seismic sustainability (SS) in a structure can be highly economical and environmentally friendly if it can prevent collapse, overcome residual effects, and lend itself to PERR. To gain insight into the inner workings of SSD, this report discusses the principles of performance control (PC), design-led analysis (DLA), and the use of replaceable energy-dissipating devices (REDDs). In conclusion, the main contribution of this paper is that it shows that the conventional design can be upgraded to economy-based SSD without resorting to untenable costs and technologies. All the results have been verified via independent computer analysis.

Design and Seismic Performance of Tied Braced Frames

In this work, a tied braced frame (TBF) was developed to achieve uniform inelastic deformation in an eccentrically braced frame (EBF) by connecting links across the entire frame height with tie members. Herein, a TBF design method is proposed, considering a new lateral force distribution pattern. To better evaluate the seismic performance, and verify the design advantages of the TBF, nonlinear time-history analysis and fragility analysis were conducted using 6-, 10-, and 20-story TBF models designed using this method, as well as EBF models for comparison. It was found that the maximum inter-story displacement angles of the TBF model were reduced by 10%, 3.3% and 6.3% at the 84th percentile at 6, 10 and 20 stories, respectively, and the DCF values were also reduced by about 5.5%, indicating that the design of the TBF structure is more reasonable. The results revealed that the TBF models featured more uniform distributions of the normalized link shear forces and inter-story drift ratios, resulting in a better damage distribution and more ductile behavior. Furthermore, under earthquakes, the tie axial forces were similar to those calculated using the design equation, thereby indicating the reliability of the design method. Under the same seismic conditions, the PGA values of the TBF structure are about 10~15% lower at 50% exceedance probability compared to the EBF structure; the CMR values of the 6-story, 10-story, and 20-story models are 1.12, 1.09, and 1.06 times higher than those of the EBF structure, respectively. Notably, based on a comparison of the exceedance probability from the fragility analysis results for the TBF and EBF models, the TBF model exhibited better anti-collapse performance.

Experimental and numerical investigation of a new type of steel plate shear wall with diagonal tension field guiding stiffeners

A novel type of steel plate shear wall for withstanding lateral forces was proposed. Inclined stiffeners (acting as tension field guiding stiffeners) were added at the corners of the shear wall and a middle link beam was created, similar to the eccentrically braced frames (EBF). Therefore, upon adding diagonal members to the shear wall, the system resembled a combination of a steel plate shear wall system with an EBF system.To study the cyclic performance of the system equipped with the guiding stiffeners, a scaled specimen of the shear wall was made and subjected to cyclic loading. Finite element model of the wall was simulated and validated using the corresponding laboratory data. Then, a comparison between the proposed shear wall and the corresponding unstiffened steel plate shear wall was made. In the proposed system, the guiding stiffeners can alter the pattern of the tension field, pushing away the plastic strains from the column face toward the link beam. This helps the columns and connections remain intact. As a result, the system failure mechanism includes two-stage ductile fuses, including the steel plate yielding in tension, and flexural stresses or shear plastic hinges at the link beam ends. Compared to the unstiffened steel shear wall, the fuses help dissipate more energy in the proposed shear wall. In general, diagonal tension field guiding stiffeners can enhance the lateral force capacity, ductility, energy absorption, and stiffness of the system simultaneously.

Evaluation and comparison of seismic performance of industrially and traditionally constructed buildings in Iran, a case study of Yasooj

Modern construction methods such as industrial ones have significantly increased the speed of buildings construction. Although these new methods are widely used in some countries, but the fundamental question is about their reliability and efficiency, especially in term of their seismic performance in comparison to the traditional construction methods. In this study, the seismic performance of constructed buildings using industrial construction methods is compared to the typical buildings in Iran. Besides, as main innovation, by defining building industrialization index, the economics of each structure has been also evaluated and the effect of this index on the structural performance has been studied. To this purpose, by conducting statistical studies on existing buildings, their information has been collected and three types of nonlinear finite element models including: eccentric steel braced frame, buckling restrained braced frame and tunnel formwork reinforced concrete shear wall have been prepared and compared. The near field earthquakes records have been used for nonlinear incremental dynamic analysis to obtain the corresponding fragility curves. The results showed that the tunnel formwork RC shear wall and buckling restrained braced frames, in addition to being more economical, also have more reliable collapse fragility curves and present better performance than the typical eccentric braced frames as they have a higher building industrialization index than the third structural system, respectively. Therefore, the modern buildings constructed by industrial methods have a lower casualty and economic risk due to the better seismic behavior compared to typical and traditional buildings.

Improving the Seismic Performance of Eccentrically Braced Frames Using Tie Elements

In Eccentrically Braced Frames (EBFs), link beams in lower storeys may experience a high risk of vulnerability due to the nondistribution of plastic hinges in the frame height and this problem leads to the formation of the soft storey. To mitigate such vulnerabilities, successive link beams can be tied throughout the structure height employing tie elements to develop a tied EBF (TBF) system. Unlike many studies on K-TBFs with shear link beams, limited investigations have evaluated the performance of single diagonal TBFs and K-TBFs with flexural link beams. In this study, K-EBFs/TBFs refer to EBFs/TBFs having link beams with two braces and single diagonal EBFs/TBFs refer to EBFs/TBFs having link beams with one brace. K-EBFs with flexural link beams have drawn the attention of designers because these frames make more space in the architectural design to create larger openings. Accordingly, improving the performance of K-EBFs with flexural link beams is one of this research objectives. The results comparison for 18 2D EBFs with different storeys including K-EBF with shear behavior, K-EBF with flexural behavior, and single diagonal EBF with shear behavior indicated that tie elements in these models can increase energy dissipation capacity and distribute plastic hinges in the structure height. The results exhibited that not only this system performance was considerably improved using tie elements, but also offered better resistance against progressive collapse.

Proposed Stiffener Spacing Requirements for the Seismic Design of Short Links in Eccentrically Braced Steel Frames

Links in eccentrically braced frames (EBFs) are designed with transverse web stiffeners to achieve the desired seismic performance targets established in current design standards. Prior studies have suggested that stiffener spacing requirements in the standards may be conservative. This paper proposes new stiffener spacing design requirements for short EBF links. The proposed limits were established on the basis of a methodology that combines a numerical solution of the classical problem of inelastic plate buckling of a thick plate under shear thrusts along with comparisons with available experimental data. The resultant design equation was verified through complementary continuum finite-element simulations of 18 wide-flange short links under symmetric cyclic loading. The finite-element simulations suggested that the proposed design equation reduce the stiffener requirements by about 35%, on average, relative to the current stiffener spacing requirements for short EBF links. Limitations and suggestions of future work are discussed.

PERFORMANCE ANALYSIS OF ECCENTRIC PORTAL BRACING TO VERTICAL AND HORIZONTAL LINK CLASSIFICATION

Indonesia, which has tectonic conditions in the form of a large meeting point of the world's plates and several small plates, makes the region in Indonesia the center of earthquake occurrences and earthquake-resistant buildings are an absolute necessity. Eccentrically Braced Frames (EBFs) are a model of earthquake-resistant steel building structures that can limit inelastic behavior only to link elements, where the use of these links, especially replaceable links, can facilitate post-earthquake building repairs without having to reconstruct the main building. This study will analyze the stability, behavior, performance levels, and energy dissipation capabilities of six EBF models by combining vertical link and horizontal link configurations for different building height classifications, namely low, medium, and high buildings. Analysis uses the Response Spectrum Analysis and Pushover Analysis methods with the help of structural analysis software. From this analysis, 3-storey H-EBF has the highest stability, 10-storey V-EBF has the fastest time to reach the first yielding condition and consumes the most energy, 3-storey V-EBF has the highest ductility, and 3-storey H-EBF has the highest stiffness. highest. However, the performance level of all EBFs is in the form of Immediate Occupation and similar collapse mechanisms.

Simple Truss Model to estimate the shear strength of short links in the Eccentrically Braced Frame (EBF) steel system

The measured-to-estimated shear force ratio (Overstrength ratio) is an important metric for the capacity design of a shear link’s adjacent elements and connections. However, some investigations found that short links had an abnormally high overstrength ratio if the shear strength of short links is estimated by the provisions of the American Institute of Steel Construction (AISC 341-16). This study assesses the AISC 341-16 equation’s precision in estimating the shear strength of short links and suggests a Simple Truss Model (STM) for this purpose. The proposed STM considers the strain hardening of flanges and the web due to cyclic loading, where the STM was derived from the end links to reach the plastic moment strength (Mp). An experimental database of 109 specimens from the literature was gathered, screened, and preprocessed to assess the performance of these models. This research found that the overstrength ratio for built-up and rolled W-shape short links is underestimated by the AISC 341-16 provisions; only 4% and 13% of built-up and rolled W-shape specimens, respectively, meet the suggested AISC overstrength value of 1.25. The proposed STM model beat the AISC equation in predicting the overstrength values, with mean values of 1.21 and 1.15 for the built-up and rolled W-shape specimens, respectively. Additionally, for the built-up and W-shape specimens, respectively, 58% and 73% of the overstrength determined by STM conform with the recommended AISC overstrength value of 1.25. Since the STM considers the link length and cross-sectional area, contrary to what the AISC predicted, the calculated overstrength values are less susceptible to the link length ratio, flange width-to-thickness ratio, and the ratio of the flange-to-web areas. This study recommends switching from the current AISC equation to the STM because the STM predictions have statistical metrics that are noticeably better than the AISC equation, with Root Mean Square Error (RMSE) and Mean Absolute Percentage Error (MAPE) of 0.27 and 18.6%, 0.22 and 14.6%, and built-up and rolled W-shape links, respectively.

Pseudo‐dynamic hybrid simulations of steel eccentrically braced frames equipped with cast steel replaceable modular yielding links

AbstractPrevious studies have underlined the importance of establishing a database of high‐fidelity benchmark experimental test results under random loading histories such as earthquake excitations for both existing structural systems as well as newly proposed ones. Such experimental results are useful for understanding the limitations of previously developed numerical models, proposing new numerical models for more recently developed structural systems, better assessing the ultra‐low cycle fatigue (ULCF) life of energy dissipative components, and improving the loading protocols used for element assessments or developments of numerical model. This paper presents experimental results from pseudo‐dynamic hybrid simulations on steel eccentrically braced frames (EBF) equipped with novel cast steel replaceable modular yielding links. The first set of experiments are carried out on a four‐story EBF, with the first‐floor yielding link physically tested in the laboratory. The second set of experiments are performed on a two‐story EBF where the second‐floor link is physically tested in the laboratory, while considering axial loads due to the imbalanced distribution of the seismic weight in the building. Each building structure is subjected to three Maximum Credible Event (MCE) level earthquakes. A framework for performing hybrid simulations on EBFs is proposed where the response of the yielding link is physically captured in a single degree of freedom control system, with or without axial loads. A substructuring strategy is proposed in conjunction with a modeling approach in the integration module. The results confirm the effectiveness of the hybrid simulation framework, which can be adopted in similar studies. Two numerical models are proposed for capturing the response of cast steel links using a simplified and a more advanced approach. The models are first calibrated using incremental reversed‐cyclic experimental test results, and then refined using the hybrid simulation test results. The effects of this calibration improvement are quantified through critically comparing the response prediction for different response parameters before and after improving the calibration with the experimental results. The numerical model which captures the physical mechanism of the cast steel links provides a more accurate response prediction compared to the simplified numerical model using a phenomenological truss with calibrated force‐deformation. The remaining ULCF life of the tested yielding links is experimentally investigated after having sustained three MCE level earthquakes, which indicates a large reserve ductility capacity which is more than twice the required plastic rotation capacity for cast steel links after seismic events.

Development of Innovative Lateral Resistance Systems Featuring Earthquake-Protective Dampers

Several conventional structural systems require sufficient retrofitting design procedures, improvements, and reconstructions to withstand lateral loads and to decrease the occurrence of damage. High strength capacity and ductility for seismic lateral resisting systems improve the structural vulnerabilities and limit damage concentrations in areas subject to seismic conditions. Several types and shapes of structural systems with appropriate ductility and energy dissipation features are currently established as structural fuses to enhance the general performance of the structures and decrease seismic ramifications. To enhance the energy dissipation performance and concentration of the inelasticity, improving the ductile behavior and limiting the unpredictable accumulation of plastic strains is essential. The conventional eccentrically braced systems are examined and reestablished, and the effects of shear fuses used in high-rise buildings are investigated for prototype buildings by implementing the verified simulations. Next, seismic protective fuse systems with innovative dampers consisting of several butterfly-shaped shear links are established. Ultimately, the design guidelines are established based on the conventional eccentrically braced frames (EBFs), which are redesigned with the use of noble seismic protective fuses, and the hysteretic behavior is obtained and compared accordingly.

Seismic fragility functions for RC As-built and eccentric steel brace frames

Quasi-static cyclic loading tests were performed on single-story reduced-scale reinforced concrete as-built (un-retrofitted) and eccentrically steel braced (retrofitted) frames. The frames damage mechanism, force–displacement hysteretic response and capacity backbone envelopes were studied and a damage scale was developed. A simplified numerical modeling technique was proposed in the finite element-based package SeismoStruct and the model was evaluated, calibrated and validated with the test data. The proposed modeling technique was employed further to perform incremental dynamic time history analysis on two-story as-built and eccentric steel braced frames. Fragility functions for the frames in terms of immediate occupancy, life safety and collapse prevention were developed using a probabilistic-based methodology. The as-built frame was more fragile in terms of immediate occupancy, life safety and collapse prevention damage states as opposed to the retrofitted frame.

Rapid seismic fragility curves assessment of eccentrically braced frames through an output-only nonmodel-based procedure and machine learning techniques

A nonmodel and output-only-based framework incorporating an Auto-Regressive model and roof absolute acceleration response are hired in this study to compute a robust wavelet-based damage-sensitive feature (rDSF) and estimate engineering demand parameters (EDPs) of buildings with eccentrically braced frames (EBFs). A large database is recruited to estimate the peak and residual story drift ratios and peak floor absolute accelerations as EDPs. The database comprises cmorfb-fc wavelet-based rDSF, number of stories, building heights, and EDPs of the 4- and 8-story EBF archetypes, resulting from 44 far-field ground motions through incremental dynamic analysis. The capability of both the closed-form equations and machine learning (ML) techniques is investigated to estimate the EDPs. The predictive equations are constructed using ordinary least squares linear regression, Symbolic and Bayesian regressions. To have a more accurate estimation of EDPs, 12 renowned ML-based regression algorithms are also implemented for training, validation, and test datasets. Sensitivity analysis using box-whisker plots on the validation dataset shows that Extreme Gradient Boosted Trees (ExGBT) ensemble has a remarkable efficiency to predict the EDPs and leads to the highest 10-fold correlation coefficient and the lowest root-mean-square error. Moreover, ExGBT has the lowest median absolute relative deviation in different damage states and consequently is selected as the best surrogate algorithm. The predicted EDPs can be further exploited to map rDSF-based fragility curves, a conditional probability at each defined damage state given the value of rDSF. The comparative results for the test data approve that the predicted fragility curves approximately match with those obtained from observed data and can be used for early decision-making in emergency operations.

Assessment of the seismic behavior of self-centering eccentrically braced frames with vertical link-beam

Conventional eccentric braced frames often sustain large residual deformations and significant damages after strong earthquakes which may lead to heavy damages or even destruction of the structure. This paper proposes a self-centering, Y-inverted, eccentrically braced frame (SC-YEBF) which combines the lateral load resisting benefits of YEBF including strength, stiffness and energy dissipation capacity with the re-centering capacity of post-tensioned (PT) high strength steel strands used at beam-to-column connections. A design procedure is presented assuming that all the seismic input energy is dissipated through inherent damping and plastic deformations of the link-beams. Thus, in the presented design procedure, only the link-beams yield under the design earthquake and any other structural failure is prevented under the maximum considered earthquake (MCE). The feasibility of the proposed idea is checked first by cyclic loading analysis of a one-bay, one-story, SC-YEBF system using finite element models. Then, a simplified numerical approach for modeling such a system is presented. A series of nonlinear dynamic analyses are performed for a four-story steel frame equipped with SC-YEBF system under seven ground motions recorded on site classes C and D according to ASCE 7-16. The results indicate that the proposed system achieves the desired performance goals and sustains very small residual displacements. Also, the post-earthquake structural damage of main members including floor-beams, columns, and braces remains negligible.

Performance improvement of earthquake-resistant steel structure system EBF (Eccentrically Braced Frame) by using modified long links

This paper presents the results of a numerical study of the behavior of paired Long links in a modified EBF portal. The aim of the research is to examine the behavior of Long links and their EBF portals numerically against the parameters that influence the behavior of Long links and obtain behavior that approaches the performance of short links according to AISC-341 loading standards. The analysis uses a finite element approach MSC/NASTRAN 2023. The portal is modeled as a shell element supported at the base of the column, lateral loading is carried out at the left end of the beam-column junction (x-axis). While the link element is modeled as a shell element supported at both ends, several nodes in the loading position are allowed to translate in the y-axis direction. The analysis results show the parameters of web thickness, and flange thickness, along with the thickness and geometric stiffeners. Several modeled link types can improve Long-link performance in terms of strength, stiffness, and energy dissipation. However, significant results have not yet been obtained regarding the performance of long links which are close to the performance of sliding links.

Probabilistic performance assessment of eccentric braced frames using artificial neural networks combined with correlation latin hypercube sampling

Hysteretic behavior of shear links has a vital role in seismic responses of Eccentric Braced Frames (EBFs). So, their behavioral parameters have been suggested recently in order to predict their hysteresis behavior. For shear links, modeling variables have been defined through seven implicit parameters all of which having specific Coefficient of Variation (COV), and variation in these parameters may affect the structural responses. However, the effect of uncertainties in these parameters on the structural responses has not been yet addressed. In this paper, variations of seismic structural responses due to the variations in the behavioral parameters of shear links have been investigated while trying to maintain a balance between the accuracy of predicted responses and the required computational effort. For this purpose, a 4-story EBF system has been modeled and studied. Incremental Dynamic Analysis (IDA) has been employed in order to attain the seismic responses while the spectral acceleration corresponding to different performance levels (Sa(T1,5%)) is used as the Intensity Measure (IM). A sensitivity analysis is carried out to rank the modeling parameters by their effect on seismic responses of the system in two performance levels. Then, Correlation Latin Hypercube Sampling (CLHS) method has been used to propagate the uncertainties of important modeling parameters into the structural responses of the frame. In the next step, Function Approximation (FA) with Artificial Neural Networks (ANNs) is used as a practical method to approximate the structural responses with lower computational effort. Screening design has been employed to consider the most optimum input data to train the network. ANNs in conjunction with CLHS provides a very efficient tool to address the effect of uncertainties in structural responses requiring lower computational effort. It has been found that web thickness and yielding strength of shear link play a key role in variation of seismic structural responses for the model studied. Moreover, incorporating modeling uncertainties may shift the median value of the probability distribution for structural responses.

Damage-free self-centring links for eccentrically braced frames: development and numerical study

Many recent research studies focused on the development of innovative seismic-resilient structures, chasing the objectives of minimising both seismic damage and repair time, hence allowing the definition of structures able to go back to the undamaged, fully functional condition in a short time. Steel seismic-resilient structures have been widely investigated in the past few years while considering solutions based on moment-resisting and concentrically braced frames. While the first category may be characterised by low stiffness, the second category is often characterised by low ductility. Conversely, eccentrically braced frames (EBFs) represent a compromise between the two and allow both strength and stiffness to be optimised while providing ‘good’ ductility capacity. The present study investigates a solution for damage-free self-centring EBFs relying on damage-free self-centring devices as seismic links (SC-links). The SC-links are based on post-tensioned high-strength steel bars with disk springs to provide the self-centring behaviour, and friction dampers to dissipate the seismic energy. Analytical equations governing the global behaviour of the connection are developed. A four-storey EBF complying with Eurocode 8 provisions is designed with conventional seismic links and upgraded with the proposed SC-link. The third storey of the structure is extracted to develop refined 3-D finite element (FE) models in ABAQUS. The results of the FE simulations are used to investigate the local behaviour of the seismic device and validate the accuracy of the analytical predictions. Moreover, a simplified 2-D FE model is developed in OpenSees to carry out Incremental Dynamic Analysis providing information on the global response of the structure. Residual and peak interstorey drifts and link rotations are monitored as Engineering Demand Parameters, and the seismic performances of the frames are compared.