Hysteretic Parameters Research Articles

A novel hysteretic restoring force model for shear link dampers: A machine learning approach

This research presents an enhanced restoring force model for shear link dampers along with a machine learning-based approach to predict its hardening parameters. The conducted work comprised three distinct phases. Initially, a numerical investigation utilizing ANSYS Workbench was conducted on 350 shear link dampers, taking into account the nonlinearity of the material as well as geometric imperfections. The study focused on the impact of geometric properties on key hysteretic parameters, and analytical formulas were derived to estimate shear yield strength, cyclic web shear buckling rotation angle, and elastic stiffness. In the second phase, the original restoring force model from earlier studies was enhanced and further simplified. Subsequently, a genetic algorithm implemented in MATLAB determined the optimal hardening parameters of the proposed model for each specimen, aligning the analytical hysteretic curves with those from the numerical study. Results indicated that the proposed model more accurately simulated shear link damper hysteretic response compared to the original model. The third and final phase involved constructing and training an artificial neural network (ANN) using hardening parameters obtained in the second phase as targets, with shear link damper geometric properties as inputs. The ANN demonstrated robust learning and high accuracy. To validate the efficiency of the proposed analytical model, blind testing against experimentally tested specimens was conducted, confirming that the model effectively mimicked the experimental hysteretic response of shear link dampers.

Experimental, analytical, and numerical study of a wall-type self-centering slip friction damper

This paper proposes a novel wall-type self-centering slip friction damper (WSCSFD), which mainly comprises of the grooved T-shape and L-shape plates that are combined by stacked disc springs. The damper resists shear forces arising from the inter-story drifts under earthquakes. By leveraging the variable friction mechanism and the pre-compressed disc springs, the WSCSFD can provide self-centering capability and energy dissipation capacity. The configuration and working mechanism of WSCSFD were first discussed. And then, the theoretical equations governing the force–displacement relationship were derived. One reduced-scale damper specimen was fabricated to conduct the proof-of-concept tests. The test results validated the deformation mode and cyclic behavior of the WSCSFD. The hysteretic parameters related to seismic applications were quantified and discussed. To complement the experimental observations and gain a further understanding of the local behavior, three-dimensional finite element (FE) models were established in ABAQUS. Finally, to address the deficiencies of the damper specimen, some potential improvement approaches were suggested and evaluated through the validated FE models.

Deterioration Model for Corroded Circular Columns

A hysteretic model is essential for the study of the seismic performance of structures. Due to the ability to capture the component strength and stiffness deterioration, the modified Ibarra–Medina–Krawinkler (ModIMK) hysteretic model has been widely used recently. Previous studies on the ModIMK model have mainly focused on reinforced-concrete (RC) square columns, and very few have focused on circular columns. In contrast, studies on the ModIMK model specifically for corroded circular RC columns have not yet been conducted. For this reason, a database of 35 corroded and uncorroded comparison columns was gathered, and the hysteretic model parameters of each column were calibrated. The ratios of the model parameters of the corroded and uncorroded comparison components are defined as the corrosion-induced deterioration coefficients (CIDCs). After the CIDCs were calculated for all the corroded columns, the empirical equations for the CIDCs were established using regression methods. Through determining the ModIMK model parameters of the corroded columns when they were uncorroded, combined with these equations, the ModIMK model parameters of the corroded circular columns were calculated and their hysteretic models defined. Finally, the accuracy of the ModIMK model’s prediction method was demonstrated using the hysteretic response analyses of four components in the database and the application of two components outside the database. The prediction method lays the foundation for applying the ModIMK model to structures containing corroded circular RC columns.

Real-time seismic damage simulation for urban building portfolio based on basic building information and machine learning

Timely and accurate simulation of seismic damage of the urban building portfolio is essential for pre-earthquake planning and post-earthquake rescue. This study proposes a real-time seismic damage simulation method for the urban building portfolio based on the multiple degree-of-freedom (MDOF) shear and flexural-shear model established by basic building information and machine learning. The formulas for predicting periods of six types of structures are proposed, and the surrogate model-I for predicting the critical inter-story hysteretic parameters are established to optimize the MDOF models. The surrogate model-II is established to rapidly predict the engineering demand parameters and damage states of structures under earthquakes. Regarding the generalization capability, an incremental learning strategy is advised to guarantee the accuracy of the surrogate model-II in predicting the seismic damage of other urban building portfolios. The results in two city-scale cases show that the proposed method can achieve real-time seismic damage simulation of urban building portfolio with acceptable accuracy, and it's not necessary to retrain or only needs minor additional training on the existing surrogate model when applied to other urban building portfolios.

Probabilistic evaluation of spectral acceleration demands on light secondary systems supported by partially self-centering structures

Partially self-centering structures are promising seismic resilient structural systems by reducing residual inter-story drifts with low initial construction costs. Comprehensive studies focused on structural design and performance evaluation, but no research was conducted to investigate the design of nonstructural components in partially self-centering structures. This research focuses on developing the probabilistic spectral acceleration demands for the nonstructural design in partial self-centering structures. 320 near-fault recorded ground motions were adopted for considering the uncertainties of seismic excitations. The spectral accelerations of the light nonstructural component were obtained through comprehensive dynamic analyses. The logarithmic normal distribution can be used for describing the probabilistic distribution of floor spectra for partially self-centering structures under earthquakes, validating through the Anderson-Darling test. The influences of design parameters (including structural period, hysteretic parameters, structural damping, the ratio of the structural period to the nonstructural period, and nonstructural damping) on the probabilistic distribution of floor spectra were investigated through parametric dynamic analysis results. Artificial neural network (ANN) models were developed for predicting the probabilistic floor spectra for partially self-centering structures. The analysis results indicate that ANN models can achieve excellent accuracy with a coefficient of determination larger than 0.99. Comparative analysis results reveal that the ASCE method may underestimate the acceleration demand of light secondary systems supported by partially self-centering structures. The developed ANN models were interpreted using the shapely additive explanations. It has been found that the fundamental periods of the main structure and nonstructural components and the response modification factor show significant effects on the median and deviation of the probabilistic floor spectra for partially self-centering structures. The software FloorSpecPS was established to predict the probabilistic floor spectra for partially self-centering structures using the developed ANN models in practical application.

Seismic design and performance evaluation of steel braced frames with post-tensioned and disc-spring-based self-centering buckling-restrained braces

In this study, we focus on two types of self-centering buckling-restrained braces (SC-BRBs), which are post-tensioned (PT) SC-BRB and disc-spring-based SC-BRB, and develop a seismic design method for steel braced frames with these braces according to the displacement-based design theory. The whole independent parameters that describe the hysteretic behavior of the SC-BRBs are first determined. Then nonlinear time history analysis (NLTHA) is conducted to explore the effects of these hysteretic parameters on the ductility demands of the nonlinear single-degree-of-freedom (SDOF) system. Based on the analysis results, a ductility demand spectral model is developed, followed by a nonlinear displacement ratio spectral model. Subsequently, the seismic design procedure for SC-BRB frames is proposed based on the two spectral models. Finally, a total of 24 six-story steel frames with the two types of SC-BRBs, two target inter-story drifts, and different parameter combinations are designed at the maximum considered earthquake (MCE) level. The pushover analysis and NLTHA results indicate that a smaller strength ratio β and a larger initial stiffness ratio αs are beneficial for reducing the base shear and obtain an economical design when the designed frames achieve the same target inter-story drift. Considering the initial stiffness of the SC-BRBs is highly sensitive to machining errors, it is recommended that the value of β be taken within 0.25 to reduce the influence of the initial stiffness uncertainty of the braces on seismic design results. Moreover, controlling β within 0.25 also helps to reduce the higher-mode effect and peak floor acceleration responses of the designed structures effectively.

Hybrid‐simulation‐based model calibration method for nonlinear seismic analysis

AbstractThe calibration of parameters of hysteretic models that simulate the hysteretic behavior of key structural components is a crucial task in the nonlinear seismic analysis of structures to ensure accurate analysis results. For complicated systems, a direct calibration of model parameters at the system level is almost impossible due to the lack of test data. Consequently, the calibration is usually conducted using test results with lower levels of complexity. Currently, a widely accepted practice in calibrating hysteretic model parameters in structural models is to utilize standardized cyclic tests of a single component. However, due to the simplified and unrealistic loading profile of standardized cyclic tests, the relevance between the calibration and the system‐level prediction capabilities can be weak. In other words, a well‐tuned hysteretic model that matches the standardized cyclic test results very well may not be able to produce the same level of accuracy in estimating the system‐level structural dynamic response where the calibrated components will experience more random and complicated loadings. In this paper, a method is proposed to calibrate hysteretic models in a test method with more realistic loading histories through hybrid simulations. The proposed calibration method is then validated by conducting a large number of hybrid simulations on a type of small‐scale buckling‐restrained brace (BRB) specimen. A framework is also proposed to evaluate the relevance between the calibration and the system‐level response considering uncertainties in hysteretic model parameters. The results demonstrate the superiority of the hybrid‐simulation‐based calibration method over the conventional cyclic‐test‐based calibration method.

Algorithms for automatic measurement of SIS-type hysteretic underdamped Josephson junction's parameters by current-voltage characteristics

Some electrical parameters of the SIS-type hysteretic underdamped Josephson junction (JJ) can be measured by its current-voltage characteristics (IVCs). Currents and voltages at JJ are commensurate with the intrinsic noise level of measuring instruments. This leads to the need for multiple measurements with subsequent statistical processing. In this paper, the digital algorithms are proposed for the automatic measurement of the JJ parameters by IVC. These algorithms make it possible to implement multiple measurements and check these JJ parameters in an automatic mode with the required accuracy. The complete sufficient statistics are used to minimize the root-mean-square error of parameter measurement. A sequence of current pulses with slow rising and falling edges is used to drive JJ, and synchronous current and voltage readings at JJ are used to realize measurement algorithms. The algorithm performance is estimated through computer simulations. The significant advantage of the proposed algorithms is the independence from current source noise and intrinsic noise of current and voltage meters, as well as the simple implementation in automatic digital measuring systems. The proposed algorithms can be used to control JJ parameters during mass production of superconducting integrated circuits, which will improve the production efficiency and product quality.

Nonlinear equivalent sdof analysis of steel frame structures using parameters estimated from recorded floor acceleration response: An experimental case study

In practice, the building displacement response is often estimated from acceleration using double integration due to the expensiveness and difficulty of measuring displacement. However, a high-pass filter is needed to eliminate the low-frequency component due to the existence of indistinguishable lowfrequency noise that incurred during the double integrating process. As a result, the displacements obtained from accelerations may have large errors, especially when the structure has significant nonlinear deformation. This study aims to estimate the displacement response of steel frame structures by firstly estimating SDOF hysteretic parameters from the acceleration response data, and then by performing numerical analysis using the extracted hysteresis model. The proposed approach was verified using experimental data from shaking table test of three identical 5-story steel frame structures subjected to different seismic records. The results show that the SDOF analysis maximum displacement has higher accuracy than the equivalent SDOF maximum displacement estimated from recorded floor acceleration response data that is recently used for post-earthquake building assessment.

Seismic resilience analysis of self-centering prestressed concrete frames with generalized flag-shaped hysteretic behavior

To increase the stiffness and energy dissipation of conventional self-centering concrete joints, this paper proposes a self-centering prestressed concrete frame with a generalized flag-shaped hysteretic behavior (GFS-SCPC). First, the working mechanism of the GFS-SCPC joint is clarified, and the key parameters affecting the generalized flag-shaped hysteresis are proposed: the second stiffness ksθ and the energy dissipation ratio βE. Subsequently, the three-dimensional self-centering prestressed concrete frame with flag-shaped hysteretic behavior (FS-SCPC) and GFS-SCPC frames are established, and the time history analysis and incremental dynamic analysis (IDA) method are carried out to compare their seismic performances. Finally, according to the FEMA P-58 specification, the resilience indexes of the frames with different hysteretic parameters are evaluated to clarify the influence of ksθ and βE. The results show that the energy dissipation capacity of the GFS-SCPC frame increases with larger second stiffness ksθ and the energy dissipation ratio βE. The increase of ksθ effectively controls the maximum drift angle and acceleration response of the GFS-SCPC frame, which would reduce the vulnerability of the structure. The main structure of the GFS-SCPC frame remains undamaged after the earthquake, and the loss mainly comes from the damage of the acceleration-sensitive non-structural components of the upper floors. The increase of ksθ can effectively reduce the damage degree of non-structural components and further reduce the resilience indexes, including casualties, repair time and repair cost, while the increase of βE alone does not significantly improve the resilience indexes. Therefore, the proposed GFS-SCPC frame with larger second stiffness has better seismic resilience performance.

ASPID: An asymmetric pinching damaged hysteresis model for timber structures

This paper presents a new high-fidelity phenomenological-based hysteretic model called ASPID that includes asymmetry, pinching, and strength/stiffness degradation for timber members. To capture asymmetry, one force–displacement envelope and ten physical-based hysteretic parameters are used for each loading direction. Pinching is added with an unloading–reloading monotone smooth piecewise function composed of two quadratic Bézier polynomials and one linear segment. Strength degradation at target displacement is taken using a novel fatigue law based on the maximum displacement and hysteretic dissipated energy. Exponential stiffness degradation of pinching and reloading phases is adopted in terms of their maximum displacement, whereas irreversible damage is captured using two threshold displacements independent of each loading direction. The update force algorithm is included for their computational implementation, and a Python version can be downloaded for free. The model is validated using six experimental benchmark tests of mass and lightweight timber connections and assemblies with symmetric/asymmetric behavior, where an optimized parameter identification process is considered. Moreover, the model test responses are compared with three well-known hysteretic models: SAWS, Pinching4, and DowelType. The ASPID model’s test results show an error less than 7.6% for the capacity and 2.9% for the cumulative dissipated energy as well as fits with high precision the force and dissipated energy history, getting a Normalized Root Mean Square (NRMS) error less than 4.3% and 2.8%, a Normalized Mean Absolute (NMA) error less than 2.7% and 1.5%, and a coefficient of determination R2 over 94.88% and 99.09%, respectively. Finally, comparing the four hysteretic models, the ASPID model gives the highest R2 values in all tests and has the smallest NRMS and NMA errors regarding force history and the smallest NMA errors for the dissipated energy history.

Floor acceleration control of self-centering braced frames using viscous dampers

The self-centering braced frames (SCBFs) have been widely investigated for enhancing the building structures’ post-earthquake repairability by reducing or even eliminating the residual inter-story drifts. Nevertheless, it has been highlighted in recent research that the flag-shaped hysteretic behavior of SCBFs amplifies structural floor acceleration (FA) responses, which may lead to severe nonstructural damage. This paper intends to overcome this critical shortcoming of SCBFs by controlling FA responses using viscous dampers. This paper focuses on proposing a practical performance-based design strategy for designing viscous dampers to control the FA responses of the SCBF to the targeted level. To this end, the parametric dynamic analyses of a single-degree-of-freedom (SDOF) system were conducted to investigate the influence of the hysteretic parameters of self-centering braces (SCBs) and the contribution of viscous dampers (VDs) on the peak acceleration control in the SCBFs. Based on the results from the parametric dynamic analysis, the prediction models of inelastic displacement and acceleration ratios of the SCBF with VDs (denoted as the hybrid self-centering braced frame, HSCBF) were developed using the artificial neural network (ANN). The design steps included in the proposed method were presented, where a formula was proposed for predicting the absolute FAs of the HSCBF. Four demonstration buildings with 3, 6, 9, and 12 stories were designed and simulated to verify the developed performance-based design method. The analysis results show that the VDs can effectively control the FA responses of the SCBFs and the mean FAs of the designed systems can reach the desired performance level. Moreover, the reasons why VDs can reduce the accelerations of self-centering building structures are preliminarily discussed from the perspectives of frequency domain and higher mode effects. The analysis results indicate that compared to the original SCBFs, the HSCBF tends to vibrate with a lower frequency and show smaller high-mode responses.

A sensitivity analysis framework for SMA-based self-centering systems considering uncertainty in hysteretic material parameters

Shape memory alloys (SMAs) are widely utilized as the core component to develop self-centering (SC) structures owing to their excellent super-elasticity. Seismic performance of SMA-based structures is significantly influenced by the hysteretic parameters of the exploited SMAs. Uncertainties in the hysteretic parameters of SMAs could cause variation in seismic performance however have not received sufficient attentions. This paper proposes a sensitivity analysis framework to realistically and efficiently quantify the sensitivity of SMA-based structures to hysteretic model parameters. The experimental data from SMA bars are analyzed through the Markov chain Monte Carlo (MCMC) procedure. The probabilistic distributions of SMA hysteretic parameters are then sampled using the linear moment theory. Polynomial chaos expansions (PCE) based surrogate model is then used to evaluate sensitivity of response to different parametric uncertainties through the Sobol indices. The proposed framework is then applied to a total of 120 single-degree-of-freedom (SDOF) systems to demonstrate its efficacy to generalize observations and findings. The results show that the proposed framework provided more effective and realistic sensitivity analysis of seismic responses of SMA-based SDOF systems to account for uncertainty in the hysteretic model parameters. The Sobol indices also indicate that the sensitivity of different seismic response quantities varies for different hysteretic model parameters of SMAs.

Optimal hysteresis of shape memory alloys for eliminating seismic pounding and unseating of movement joint systems

Bridge structures adapt to movement through the addition of joint systems that accommodate anticipated movement due to temperature variations or earthquakes, thereby relieving stress on the bridge structure. Shape memory alloys (SMAs) have been proposed to limit joint displacements because of their ability to dissipate seismic energy and restore their original shape. A parametric study is conducted in this study using computer simulations of some advanced MATLAB programs to show the effects of all hysteretic parameters of SMA retrofit devices on seismic joint openings. The results show that SMA hysteretic parameters have a huge effect on SMA efficiency as a restrainer, which is compatible with energy dissipation philosophy, but there are some reversible impacts of some hysteretic parameters in some cases due to the resonance problem and their dependence on other parameters such as natural time period, period ratio, mass ratio, and seismic records. As a result, some design charts are created in this study after more than 200 million trials, taking into account the variation of all key parameters of the structure and the SMA under a suite of historical ground motion records. Moreover, bridge designers can choose optimal SMA hysteresis for a desired opening width, a desired time period, and desired period/mass ratios between adjacent frames with the help of these charts to overcome the two bridge problems of pounding and unseating of bridge decks.

Seismic design and performance evaluation of steel braced frames with assembled self-centering buckling-restrained braces

In this study, an assembled self-centering buckling-restrained brace (ASC-BRB) is developed for seismic resilience of structures. The self-centering system of the brace mainly consists of a group of disc springs and two sets of steel strands in series to enhance the deformability and achieve the post-hardening behavior for limiting the rapid displacement development of structures under extreme earthquakes. The theoretical restoring force model is first derived according to the working principle of ASC-BRB and successfully validated by experiments. An empirical ductility demand spectral model of ASC-BRB frames is developed according to the parametric analysis on the seismic responses of the corresponding nonlinear single-degree-of-freedom (SDOF) system. The spectral model considers the influences of all independent hysteretic parameters of ASC-BRB, and the physical parameters of the brace can be determined directly from the complete hysteretic parameters. Then a displacement-based seismic design procedure for designing ASC-BRB frames is proposed. The design results indicate that the designed frames generally need at most one iterative design to meet the target performance. Although the ASC-BRBs are designed with partial self-centering behavior, the frames can still exhibit approving post-earthquake recoverability with negligible residual displacements under strong earthquakes when the values of brace hysteretic parameters are chosen reasonably. When designing ASC-BRB frames, a strength ratio β of 0.25 and a strength ratio of steel strands η2 of 0.2 is recommended for improving the seismic performance and post-earthquake resilience of structures. Compared with the existing SC-BRBs with much higher initial stiffness, the proposed ASC-BRB can control the structural peak floor acceleration more effectively, which is beneficial for non-structural components.

Tests of double-stage SMA slip friction damper

This study presents a new type of self-centering damper, termed the double-stage shape memory alloy (SMA) slip friction damper, which mainly comprises of the grooved center and cap plates, stacked disc springs, and SMA bars. The double-stage behavior is realized by the serial connection of the stacked disc springs and the SMA bars, with the purposes of adjusting stiffness and damping for varied seismic hazard levels. The configuration and working mechanism are firstly presented, along with the analytical equations governing the force-displacement relationship. As the key components, the SMA bar, the friction mechanism, and the disc springs were tested separately. And then, the proof-of-concept tests of the reduced-scale damper were conducted. From the testing results, the damper exhibited a symmetric double-stage self-centering damping behavior. Some hysteretic parameters of interest were then quantified. Three-dimensional numerical models were established and were further used for parametric analysis. Both the analytical method and numerical model agree well with the experimental data.

Seismic demand amplification of steel frames with SMAs induced by earthquake sequences

This paper investigates the inelastic seismic demands of steel frames equipped with shape memory alloys (SMAs) subjected to mainshock-aftershock earthquake sequences. Based on the multiple nonlinear stages of steel frames equipped with SMAs, a trilinear self-centring hysteretic model is introduced and validated first. Then, inelastic spectral analyses of steel frames equipped with SMAs subjected to mainshock-aftershock earthquake sequences are conducted. In particular, the energy modification factors of the corresponding single-degree-of-freedom (SDOF) under single mainshocks and mainshock-aftershock earthquake sequences are examined and compared. The results show that the energy modification factor of steel frames equipped with SMAs under mainshock-aftershock earthquake sequences is higher than that under single mainshocks, and the energy modification factor shows sensitivity to trilinear self-centring hysteretic parameters. Last, an amplification coefficient is developed and estimated for quantifying the amplification effect of recorded mainshock-aftershock earthquake sequences on the energy modification factor. Specifically, several machine learning (ML) algorithms are implemented and compared for estimation and interpretation. The results indicate that the XGBoost model performs best in predicting the amplification coefficient with the highest coefficient of determination of 0.9845. Besides, the interpretable ML approaches including partial dependence plot (PDP) and shapely additive explanations (SHAP) are proved helpful in explaining the trained ML model.

Peak and residual deformation-based seismic design for multi-story hybrid concentrically braced frames

Recently, using two and more types of braces in a concentrically braced frame (CBF) has been demonstrated to be effective for developing seismic resilient structures. The hybrid CBF with the combination of buckling-restrained braces (BRBs) and self-centering braces (SCBs) is promising to realize the desirable seismic performance. However, the seismic design method for the hybrid CBFs can rarely be found. To this end, the general behavior of the hybrid CBF is first introduced. Through nonlinear time history analysis (NLTHA) on single-degree-of-freedom (SDOF) systems, the seismic responses of the hybrid CBFs are investigated comprehensively. Based on the SDOF analytical results, a performance-based seismic design (PBSD) method is introduced to size the hybrid CBFs. The essential advantage of the PBSD method is that the peak and residual inter-story drift ratios can be jointly selected as the performance targets. A benchmark six-story CBF was selected as the example building to demonstrate the method. The system-level NLTHA under a suite of ground motion earthquakes was conducted to examine the accuracy of the method. The results indicated that the hybrid CBF designed by the PBSD method could well meet the prescribed performance targets, i.e., both the peak and residual inter-story drift ratios are well controlled within performance limits. Moreover, the optimal design hysteretic parameters are suggested to eliminate the residual inter-story drift ratios and minimize the peak floor accelerations.

Empirical modelling of the cyclic response of reinforced concrete columns with deformed bars

In this paper, the results of the cyclic experimental tests performed on ductile rectangular reinforced concrete columns with deformed bars are processed to define characteristic points of the lateral base moment – chord rotation response envelope. Four characteristic points are determined: yielding, maximum, conventional ultimate, and collapse. The value of base moment corresponding to these points can be determined based on mechanical principles or is intrinsic to the definition itself of the characteristic points of the response. On the other hand, based on the processed experimental data, empirical equations are derived for calculating chord rotation values corresponding to the four characteristic points. The proposed cyclic response envelope can be implemented in OpenSees by adopting Pinching4 Material model, which also allows modeling the cyclic degradation of unloading stiffness, reloading stiffness, and the pinching effect. Based on the processed experimental data, the hysteretic parameters that should be adopted to model these phenomena are calibrated. The proposed model can be adopted for nonlinear static and dynamic analyses for the seismic assessment of new and existing buildings.

Seismic performance of steel braced frames with innovative assembled self-centering buckling restrained braces with variable post-yield stiffness

An innovative assembled self-centering buckling restrained brace (ASC-BRB) with variable post-yield stiffness is proposed in this study, aiming to better control structural responses under earthquakes of different intensity levels. The proposed ASC-BRB consists of the buckling restrained brace (BRB) system and self-centering (SC) system, where the SC system provides the variable post-yield stiffness with trilinear elastic behavior. The overall configuration and restoring force model of the brace are first described, and six independent hysteretic parameters are determined to comprehensively describe its hysteretic behavior. A simplified truss model of the ASC-BRB is established using OpenSees, and the experimental and numerical hysteretic curves coincide well with each other, indicating that the simplified model has satisfactory accuracy. The simplified model is then utilized to investigate the effect of the design parameters on the hysteretic behavior of the ASC-BRB. Nonlinear dynamic analyses are also conducted for three 6-story steel frames with different types of braces. The comparison results indicate that the proposed ASC-BRB with high post-yield stiffness can effectively limit the displacement development at the lower floors, but the structural high-mode effect will be further amplified. Finally, system level parametric analyses are performed to study the influence of brace design parameters on the structural responses, and reasonable values for these design parameters are recommended according to the parametric analysis results.