Residual Story Drift Research Articles

Nonlinear modeling and time-history analysis of dry-assembled precast concrete frames with buckling-restrained braces

A combination of dry-assembled precast concrete frames and buckling-restrained braces (BRB) is a viable choice for achieving the full potential of building industrialization and promoting the popularization of precast structures in earthquake-prone zones. A recent study has tested the seismic performances of a dry-assembled precast concrete frame with BRBs (BRB-DPCFs) under cyclic quasi-static loading. To study the comparative seismic behaviors of BRB-DPCFs and the monolithic concrete frames with BRBs (BRB-MCFs) under ground motion records, buildings between 3 and 12 stories in height were designed based on GB50010-2016, Chinese code for design of concrete structures, and investigated numerically. This investigation includes two-dimensional nonlinear time-history analyses of BRB-MCFs and BRB-DPCFs under two seismic hazard levels. BRB-DPCF demonstrated a larger maximum story drift compared to BRB-MCF, while the maximum residual story drift of the former is negligible in comparison to the latter at a higher building height or under a higher seismic intensity. The two systems show similar drift concentration factors, which was observed irrespective of the hazard level and the specific height of the building.

Seismic performance of self-centering steel column base with buckling-restrained bars

Self-centering structures, emerging as a vital innovation in earthquake-resilient design, offer notable advantages in structural integrity, rapid functional recovery post-earthquake, and economic efficiency over the building's life cycle. This paper introduces a self-centering steel column base, employing buckling-restrained bars for energy dissipation. Through an analysis of its force mechanism, it conducts low-cycle reciprocating load test on four set of specimens with varying buckling-restrained bars and axial compression ratios. The results demonstrate the column base's superior seismic performance, characterized by its ability to rapidly restore seismic functionality after unloading and replacing the buckling-restrained bars. The force-displacement hysteresis curves exhibit a distinctive double-flag shape, with a minimal residual story drift of 0.001 rad, underscoring the structure's exceptional self-centering capability. The displacement ductility coefficients and equivalent viscous damping coefficients confirm the column base's excellent deformation and energy dissipation capabilities. Furthermore, a refined ABAQUS finite element model is developed and validated against the load test results, further analyzing the seismic performance relative to key structural parameters.

Nonmodel rapid seismic assessment of eccentrically braced frames incorporating masonry infills using machine learning techniques

This study investigates the seismic behavior of eccentrically braced frames (EBFs) taking into account the influence of masonry infill walls using a nonmodel scenario-based machine learning framework. Predicting engineering demand parameters (EDPs) by exploiting data-driven approaches and developing the associated fragility curves of infilled EBFs are the main objectives of this research. To this end, a set of 4- and 8-story archetype EBF structures considering 12 distinct infill properties, a total number of 4 bare and 48 infilled EBF models, are created in OpenSees software. A nonlinear pushover analysis is then conducted to assess the overall impact of infills on 4- and 8-story EBFs. Incremental dynamic analysis under 44 far-field ground motions is performed to collect an extensive raw database consisting of 37,164 and 461,480 data points for each variable of bare and infilled EBFs, respectively. It encompasses seismic intensity measure (Saavg), wavelet-based robust damage sensitive feature (rDSF), derived from roof absolute acceleration, frame geometric information, and infill parameter as input features and also EDPs containing peak and residual story drift ratios and peak floor accelerations (PFA) as response variables. After data preprocessing, both regression analysis and machine learning (ML) techniques are utilized to estimate EDPs under two scenarios of Input-Output and Output-Only based on the availability of Saavg. Comparing error measures, particularly in the Extreme Gradient Boosted Tree (ExGBT) algorithm, reveals strong observed-predicted EDP compatibility. Linear equations from bare frame data predict infilled frame EDPs without modification coefficients. Data preprocessing demonstrates that infills decrease drift-based EDPs due to stiffness improvement, while their impact on PFA remains inconclusive. Saavg and rDSF-based fragility curves at three damage states show accurate predictions and effectively reduce vulnerability in infilled 4-story EBFs. However, infills undesirably affect non-ductile behavior in 8-story EBFs, leading to increased global damage as supported by pushover analysis.

Experimental and analytical modelling on a novel self-centering viscous damper

Self-centering (SC) supplemental dampers offer a feasible approach to realize low-damage structures. A novel self-centering viscous damper (SCVD) that incorporates an SC part and a viscous damper (VD) part in parallel, and then series with a length adjustable (LA) part. The working mechanism and hysteretic model were both analyzed for the SCVDs. Dynamic reversed sinusoidal displacement inputs were used in experimental proof-of-concept validation studies. Each component was examined separately to describe and distinguish their distinct contributions to the whole device. Individual results in summing are consistent with hybrid device outcomes for the same input. The SCVDs showed excellent self-centering capability with satisfactory energy dissipation. A maximum equivalent viscous damping ratio (EVDR) of 99.37% was observed. A theoretical model and a numerical model were built and examined for the proposed SCVDs. The inevitable gaps from installation have a noticeable effect on the VD part and the SCVD, especially for small strokes. Except for small strokes, comparisons of test findings and analytical models reveal similar hysteretic reactions, for which the coefficients of determination are greater than 0.9, thereby validating the performance of the theoretical and analytical models to simulate the behavior of the tested SCVDs. In comparison to existing SCVDs, the suggested SCVDs have a more controllable SC ability, length adjustability, and energy dissipation capacity based on the demands of the designers. Furthermore, five distinct lateral resisting components were used in nonlinear response history analysis to compare the seismic and resilient performance amongst the moment resisting frame (MRF), buckling restrained brace (BRB), SC, VD and SCVD systems. Finally, the addition of SCVDs and VD parts can both be effective in controlling the maximum and residual story drift ratios on average. Overall, our findings provide innovative, simple implementable choices for developing low-damage structures.

Seismic and resilient assessment on moment resisting frames with novel self-centering viscous dampers

A new type of self-centering viscous dampers (SCVDs) had been developed by the authors to create low-damage structures [1]. Then, the seismic and resilient performance of steel frames equipped with SCVDs were still mysteries waiting for being discovered. So, performance was analyzed among the five systems which were moment resisting, buckling restrained brace (BRB), self-centering (SC), viscous damper (VD), and SCVD frames. The 3- and 6- story frames with the aforementioned systems were subjected to 20 earthquake records of various ground types using nonlinear response history analysis. In comparison to the MRF system, the SCVD system exhibited a significant improvement. The maximum and residual story drift ratios were reduced by 90.27% and 97.78%, respectively. However, there was an increase in the maximum base shears and overturning moments of the SCVD system by 120.65% and 150.31%, respectively. Overall, MRFs equipped with SCVDs or VD parts possess better seismic and resilient performance with higher certainty than the other systems, in special, the total growth rate of the VD system can be reduced by 22.94% comprehensively. Furthermore, addition of energy dissipation capabilities is more effective in decreasing responses with higher certainty than stiffness or self-centering capabilities of the braces.

Aftershock collapse capacity assessment of special steel moment frame structures

This study assessment of the collapse capacity of special steel moment frames (SSMFs) with considering earthquake shock sequences for structures height from 4 to 20 stories. The collapse capacity is expressed in terms of the Sa(T1) value at which the system reaches the collapse state. Collapse identification relies on the capability of the model to accurately simulate damage of members and the resulting behavior deterioration. The softening in the lateral response expressed in terms of maximum interstory drift (MID) when it is expressed against the Sa(T1) values is thus used to identify collapse occurrence. The mainshock-aftershock (MS-AS) effect and the uncertainties associated with it are simulated by utilizing a set of 32 natural record pairs. The level of damage induced by MS is represented by two parameters including MID and peak residual story drift (PRSD). Using these parameters, the MS is applied so as to various pre-selected damage levels are imposed. For each MS damage level, an incremental dynamic analysis (IDA) is performed using the AS record that follows MS and a free vibration phase. The AS intensity causing the collapse state is finally identified and respected for evaluating the effect of MS damage level. The correlation between the median collapse Sa’s, called aftershock median collapse capacity, and the MS damage indicated by MID and PRSD parameters is quantified. The study results indicate that larger mainshock damages are required to reduce the collapse capacity of high-rise SSMFs compared to low- to mid-rise structures. Furthermore, the structural collapse capacity may reduce significantly when the building is subjected to a high intensity MS. A comparison between the trendlines presented by the regression equations developed in terms of the MID and PRSD variables was indicated that the MID parameter was more predictable trend.The PRSD parameter was, however, said to be useful in the sense that its value could be measured just after an MS excitation.

Towards seismic performance quantification of viscous damped steel structure: Site-specific hazard analysis and response prediction

With an emphasis on predictable performance, the paramount importance of performance-based earthquake engineering (PBEE) in quantifying earthquake risks and facilitating the better-informed design of the built environment to achieve earthquake resilience has been widely acknowledged. And the uses of damping systems, i.e., structures incorporated with supplemental damping devices, have been recognized as an effective structural development to increase the resilience of structures to earthquakes. This paper presents a uniform hazard spectrum (UHS) based site-specific ground motion selection procedure, to implement the PBEE framework to relate earthquake hazard to structural performance for structures with variable dynamic properties. This ground motion selection procedure accounts for the effect of variable structural dynamic properties on hazard characterization for structures with damping systems. A paradigm building site, on which the site-specific hazard from the probabilistic seismic hazard analysis (PSHA) is consistent with the risk-targeted hazard from the design maps of ASCE/SEI 7-10, is selected for the implementation of the procedure. Three suites of 40 ground motions representing various hazard intensities at the building site are selected for time history dynamic analysis of a prototype structure with nonlinear viscous damping system. Evaluated is the probability distribution of major engineering demand parameters (EDPs) including story drift, residual story drift, floor velocity, and floor acceleration. The results demonstrated that the major EDPs of a building structure with supplemental nonlinear viscous dampers at a paradigm site can be estimated using the lognormal probability distribution, and the proposed UHS-based site-specific ground motion selection procedure is critical to the performance assessment of structures with variable dynamic properties in the PBEE framework.

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.

Performance-based active controller design for nonlinear structures using modified black hole optimization

This paper presents a novel approach that facilitates the design of active controllers to mitigate seismically induced damage in structural systems. The proposed method is based on stochastic Modified Black Hole optimization algorithm. Two traditional controllers, namely Proportional-Integral-Derivative (PID) and Linear–Quadratic Gaussian (LQG) controllers were designed, and their performance was demonstrated on a benchmark 20-story steel-framed building. Evaluation criteria were defined to satisfy constraints on various response quantities, including drift, base shear, ductility, residual story drift, and control force. The constraint limits were defined in view of performance-based design requirements for the benchmark structure. The performance of the controllers was contrasted with that of traditional LQG, and significant reductions of all response quantities were achieved for design-level earthquakes.

Effect of modeling of inherent damping on the response and collapse performance of seismically isolated buildings

AbstractThis paper investigates the effect of inherent damping modeling on the computed seismic response and collapse performance of selected seismically isolated buildings. The analyzed seismically isolated buildings were designed by the procedures of the ASCE/SEI 7–16 standard. The structure is a six‐story perimeter frame building designed with special moment resisting frames or with special concentrically braced frames (SCBF) for a location in California. Three different seismic isolation systems are considered: (i) triple friction pendulum (TFP) bearings without moat walls, (ii) TFP bearings with moat walls (double concave [DC] friction pendulum bearings with moat walls have effectively the same ultimate behavior), and (iii) DC friction pendulum bearings without moat wall. The superstructure inherent damping schemes considered are (i) zero damping, (ii) modal damping, (iii) Zareian‐Medina damping, (iv) added virtual viscous dampers with and without force‐caps, and (v) added virtual viscous dampers with the same damping constant value. The response parameters computed are peak floor accelerations, peak story drift ratios, peak residual story drift ratios, peak isolator horizontal displacement, and floor acceleration spectra. Also, the probability of collapse in the maximum considered earthquake (MCER) is computed. It is shown that the modeling approach for the inherent damping has minor effects on the computed responses and the collapse probability of the studied seismically isolated buildings, except for the peak floor acceleration and the floor response spectra for periods below one second. It is suggested that a convenient way to model inherent damping is to use virtual viscous dampers with all having the same damping constant.

Cyclic performance of I-beam-to-SHS column joint using through SMA bolts

Shape memory alloys (SMAs) are increasingly used in steel structures. Three I-beam to square hollow section column joints with super-elastic SMA bolts were tested. A finite element model was subsequently developed, and a parametric study was conducted. The results show that all the joints can be classified as semi-rigid or partial-strength joints. With an increase in the SMA bolt length, the residual story drift and energy dissipation of the joint decreased. Increasing the SMA bolt diameter improved the energy dissipation capacity. In terms of energy dissipation and economic cost, installing the SMA bolts only outside the beam flanges is a good choice.

Plastic Deformation Analysis of a New Mega-Subcontrolled Structural System (MSCSS) Subjected to Seismic Excitation

This paper seeks to examine the plastic deformation and seismic structural response of a mega-subcontrolled structural system (MSCSS) subjected to strong seismic excitations. Different MSCSS configurations were modeled with nonlinear finite elements, and nonlinear dynamic analyses were performed to examine their behaviors. This paper introduces a novel and optimized MSCSS configuration, configuration 30, which demonstrates remarkable results for the reduction of plastic strain. Utilizing a steel plate shear wall enhances the seismic structural integrity of this system (SPSW). This configuration improved the mean equivalent plastic strain of columns and beams by 51% and 80%, respectively. In addition, a comparison between unstiffened and ring-shaped infill panels of SPSWs demonstrates that ring-shaped infill panels offer greater lateral stiffness and energy dissipation with a 44% reduction in maximum equivalent plastic strain. Compared to configuration 1, configuration 30 exhibited the most controlled structural response, as the minimum residual story drift improvement was 70% in the first, second, and third substructures, respectively, and the maximum coefficient of variation (COV) was 16% and 32% in the acceleration and displacement responses, respectively.

Post-earthquake fire collapse performance and residual story drift fragility of two-dimensional structural frames

Structural systems have deteriorated seismic performance as they are exposed to thermal effect due to dependency of material properties to temperature. Following an earthquake, once structure has already some residual displacement, fire ignition is very likely to occur. This makes it necessary to evaluate structural response of a building considering the fire event which follows an earthquake to have robust evaluation of structural response. Thus, it is required to model structural systems with consideration of both earthquake and thermal loads to capture multi-hazard behavior. In this study, performance of two-dimensional steel frames in case of fire following an earthquake is evaluated and collapse parameters of frames are calculated. Fragility curves related to collapse and residual story drift demands are given, and comparison of results between earthquake and fire-following-earthquake is illustrated. In addition, collapse probability of frames in fifty years is also given. Results of collapse performance evaluation are adjusted with the consideration of expected seismic hazard on site. Median collapse capacity decreases more than 30% and there is an apparent increase in collapse probability of fire-exposed frames in fifty years, which is more than three times for some frames.

Seismic demands of steel moment resisting frames with inelastic beam‐to‐column web panel zones

AbstractThis paper intends to provide quantitative seismic response characteristics of steel moment resisting frames (MRFs) with inelastic beam‐to‐column panel zone joints. Two modeling approaches are proposed for this purpose along with a methodology to consider the fracture potential at the bottom beam flange in steel MRFs due to panel zone kinking. Both approaches, which are validated with available experiments, preserve the behavioral insights of inelastic panel zones. Nonlinear static and dynamic analyses are then conducted to quantify the seismic demands of 32 prototype steel MRFs while their panel zones exhibit various levels of inelastic deformations. Engineering demand parameter hazard curves are developed to interpret the results for a risk‐targeted seismic performance. The results demonstrate that steel MRFs with panel zone shear distortions of 10 to 15 times the shear distortion at yield, , have a mean annual frequency of collapse ranging from to , which is up to two times lower than corresponding results with code‐compliant steel MRFs (i.e., It is shown that steel MRFs with inelastic deformations of 10 in their panel zones, (a) enjoy up to 50% reduction in residual story drift ratios at a design basis earthquake; (b) their beam‐to‐column connections do not experience fractures due to panel zone kinking; and (c) local buckling in steel beams is very limited even at low probability of occurrence earthquakes. The above hold true when the current detailing and fabrication practice is employed. The findings have implications on seismic design and the post‐seismic repairability of steel MRFs.

Effective placement of self‐centering damage‐free connections for seismic‐resilient steel moment resisting frames

AbstractIn recent years, significant advancements have been made in the definition of innovative “minimal‐damage structures,” chasing the need for more resilient societies against extreme seismic events. In this context, moment resisting frames (MRFs) equipped with self‐centering damage‐free (SCDF) devices in column bases and beam‐to‐column joints represent a viable solution to improve structural resilience and damage reduction. However, the extensive use of these devices significantly increases complexity and costs compared to conventional structures, thus limiting their practical application. To overcome this drawback, current research works are focusing on the definition of effective placement for SCDF devices, maximizing their beneficial effect on the seismic response and controlling their impact on the overall structural complexity. Within this context, the present study investigates the influence of the placement of SCDF devices in a steel MRF. An eight‐story MRF is designed, and 50 configurations with different locations of SCDF joints are considered. Numerical models are developed in OpenSees, and non‐linear static push–pull and incremental dynamic analyses (IDAs) are carried out. The influence of the placement of SCDF devices is assessed by considering residual and peak interstory drifts, residual top story drifts, peak story accelerations, and the total dissipated energy as performance parameters. The results of IDAs for a seismic intensity corresponding to the ultimate limit state (ULS) are analyzed and compared, and fragility curves are successively derived for some relevant configurations. The paper provides insights and observations to understand how including a different number of SCDF BCJs at different stories affects the seismic response.

Estimating the plastic hinge length of rectangular concrete columns reinforced with NiTi superelastic shape memory alloys

Earthquake-induced damage in a reinforced concrete (RC) column is often concentrated in a region where the largest moment and deformation are expected. The length of this region is widely known as plastic hinge length. To help minimize the operational and repair costs of damaged plastic hinge region in concrete columns under earthquake loading, this study focuses on deriving an analytical expression for the plastic hinge length of rectangular concrete columns reinforced with nickel-titanium shape memory alloy (SMA) bars based on the results from well-calibrated nonlinear finite element models. A parametric study was conducted to investigate the effect of various parameters on the plastic hinge length, such as the axial load ratio, section information, and material properties of concrete and SMA. A multiple stepwise regression analysis was performed to derive an expression to estimate the plastic hinge length of SMA-RC columns, which can help designers determine the optimal length for SMA reinforcement. Two SMA-RC building frames with their plastic lengths determined using the proposed and existing plastic hinge length expressions were analyzed to compare their nonlinear response under earthquake loading. When the proposed plastic hinge expression is used, the SMA usage can be nearly halved, while the maximum and residual story drift remained similar to the result obtained using the existing expression.

Phenomenological hysteretic model for superelastic NiTi shape memory alloys accounting for functional degradation

AbstractThis study presents a simple hysteretic model to reproduce the stress–strain relationship of superelastic NiTi shape memory alloys (SMAs). The proposed model explicitly includes the functional degradation of SMAs, which has been ignored in earthquake engineering applications. This effect causes a reduction in the transformation stress and accumulation of residual strain. Because SMA devices are mainly used for seismic retrofit and account for a small portion of the structural system, their numerical model should not increase the computational time needed to perform nonlinear dynamic analyses. Computational efficiency can be achieved by representing their stress–strain response in a phenomenological way. Additionally, practitioners who may not have a professional background in materials science can easily manipulate the proposed model for the appropriate reproduction of model parameters such as transformation stress and residual strain. The ability to properly reproduce the experimental stress–strain response is validated for the test results of 65 NiTi SMA specimens. The amount of forward and reverse transformation stress degradation and the amount of residual strain accumulation per cycle, which are observed in the experimental results, are captured with reasonable accuracy in the proposed model. Additionally, the response of SMA braces in a four‐story steel moment frame is modeled using the proposed model to examine the residual story drift of the SMA braced frame under a set of ground motions. At higher intensity levels, the functional degradation of SMA braces increased the residual story drift up to 60% in comparison to the SMA‐braced model without functional degradation.

Earthquake-induced economic loss estimation of eccentrically braced frames through roof acceleration-based nonmodel approach

This paper develops a nonmodel-based approach for seismic loss assessment of buildings with eccentrically braced frames (EBFs). An extensive database is utilized to predict engineering demand parameters (EDPs), including, peak and residual story drift ratios, peak story link rotations, and also peak floor absolute accelerations, along with the height of the buildings. The estimated EDPs are used to assess the total economic losses associated with the collapse, demolition, and repair of structural and/or non-structural components. The database includes seismic intensity measure, improved wavelet-based refined damage-sensitive feature (rDSF) assembled only by the roof absolute acceleration response, geometric information, and EDPs of the 4-, 8-, and 16-story prototype models, extracted from incremental dynamic analyses subjected to 44 far-field ground motions. The nonlinear model of the aforementioned structures was already developed by the authors to capture the response of the structures up to collapse. Symbolic and Bayesian regressions are carried out in addition to ordinary least square linear regression to develop the empirical equations. Moreover, a thorough study is performed on the optimal selection of the intensity measures proposed in the literature as the input variable of the predictive equations through reliability-based sensitivity analysis. To estimate the first mode period of the considered structures to compute the improved wavelet-based rDSF and promote a nonmodel-based approach, Auto-Regressive model with exogenous input is employed. The results show that the story-based EDPs and also the corresponding expected economic losses of EBF buildings are accurately predicted compared with those obtained from incremental dynamic analyses. Consequently, the proposed nonmodel-based approach paves the path for rapid earthquake-induced economic loss assessment of EBF buildings in emergency operations.

Adaptive hysteretic model for reinforced concrete columns including variations in axial force and shear span length

AbstractIn this study, a hysteretic model is developed for simulating the nonlinear response of reinforced concrete columns with strength degradation behavior under cyclic loading. During analysis, the proposed model exhibits the ability to adjust the model parameters assigned to the model continually, based on the monitored element boundary conditions. A semi‐empirical relationship between model parameters and boundary conditions is formulated from experimental evidence, which is used to adjust the model parameters. The boundary conditions that are monitored include the axial load acting on the column section and shear span length; these are known to have a significant effect on capacity in terms of strength and ductility. The developed model was implemented in the widely used research‐oriented structural analysis software, OpenSees. To simulate the nonlinear response of the columns, model parameter predictive equations composed of input parameters such as material strength, reinforcement layout, and specimen geometry were developed using lasso regression. As an application of the proposed column model, an eight‐story code‐conforming frame building was selected to perform incremental dynamic analyses based on 44 far‐field ground motions. The numerical results showed that, without the model parameter adaptation feature, the median collapse capacity and residual story drift can be significantly overestimated.

Hysteresis behavior of bottom-story self-centering shear wall with steel brace-assembled bottom

A self-centering shear wall (SC-SW) with a steel brace-assembled bottom is proposed to avoid the residual drift of reinforced concrete shear walls (RCSWs) due to damage in corners and achieve an adequate earthquake-resilience. The residual displacement of traditional RCSW is caused by the bending and shear deformations of the plastic hinge and the deformation of the upper plate, as is confirmed by a cyclic loading test on a typical RCSW specimen. A steel brace-assembled bottom consisting of a steel V-shaped connecting beam, a bearing, and two self-centering braces is designed to control the residual deformation of the RCSW plastic hinge zone. The simplified equations governing the skeleton curve of the SC-SW are derived. An RCSW and SC-SW with the same initial stiffness and ultimate bearing capacity are simulated and compared via the experimentally validated finite element model. The results indicate that the SC-SW exhibits a flag-shaped hysteresis response with an excellent self-centering capability. The maximum residual story drift ratio is less than 0.125%. The skeleton curve equations agree well with the measured data of the analytical specimen. The overall performance of the SC-SW is primarily affected by the braces. The energy dissipation capability of the SC-SW remains insufficient due to the lesser development of plastic deformation.