Grouted sleeve connections are widely used in precast structures due to their excellent connectivity and ease of construction. However, variations in local stiffness within the grouted sleeve region and the relatively weak integrity of the concrete interface at the joint have negatively impacted the seismic performance of precast structures. This paper systematically summarizes the seismic performance tests, theoretical calculations, and numerical analysis of grouting sleeve connection joints, precast assembled components, and precast overall structures. Firstly, this paper elucidates the basic structure and force transmission mechanisms of grouted sleeves while summarizing the critical factors that influence the mechanical performance of sleeve grouted connections. Secondly, the influence laws of the strengthening effect of grouted sleeves on the mechanical properties of precast assembled structures are analyzed. Additionally, the impacts of the arrangement patterns of grouted sleeves and grout defects on the seismic performance of precast structures are investigated. Meanwhile, the calculation methods for the bearing capacities (bending, shear, and torsion) of precast assembled structures connected by grouted sleeves are summarized. Finally, the modeling methods of numerical analysis models for grout sleeve splice and precast assembled components connection with grouted sleeves are analyzed. Based on these, the following researches directions need to be explored: stiffness compatibility between sleeves, steels, and concrete; grouting quality assurance and detection methods; unified constitutive model for grouting material; calculation method for the bearing capacity of precast structure with grouted sleeve connections considering grouted sleeves, concrete, and steels factors.

Strong ground motion data serve as the basis for establishing ground motion models. It is difficult to establish ground motion models in areas lacking sufficient strong motion data. This paper reviews several methods for establishing ground motion models in areas lacking strong motion data, including the numerical simulation method, the hybrid empirical method, and the referenced empirical approach. The numerical simulation method employs high-frequency and low-frequency ground motions simulated by stochastic and deterministic methods, respectively, to develop ground motion models. The hybrid empirical method can effectively solve the problem of lack of data by combining numerical simulation and actual observation data and applying the empirical ground motion model of the reference area to the target area by using the adjustment factor. The referenced empirical approach is based on the small earthquake records in the study area and adapts the existing empirical ground motion model to suit the specific regional situation with simplicity and effectiveness. Each of these three types of methods has its own characteristics, numerical simulation methods can take into account the characteristics of the seismic source, complex geological and site conditions, and the calculation results depend on the accuracy and precision of the source model and the subsurface velocity structure. The hybrid empirical method combines the flexibility of numerical simulation methods and the statistical characteristics of observed data, and can establish a relatively reliable model. The referenced empirical approach is quicker and simpler but is dependent on the data of the small earthquakes. Finally, this paper suggests that artificial intelligence and multi-source data fusion can be used to improve the accuracy and reliability of ground motion model in areas lacking strong motion data.

Currently, the construction of concrete filled steel tube (CFST) arch bridges in China is developing rapidly, and a large number of CFST arch bridges are located in the high-seismicity zones. The seismic resistance issues of CFST arch bridges have received widespread attention. This article first surveyed 360 domestic and foreign research literatures related to the seismic resistance of CFST arch bridges, and provided a macro discussion on their research direction and trends based on the number of publications. Afterwards, the current research progress and shortcomings were summarized in detail from four aspects: seismic simulation and analysis methods, seismic response characteristics, seismic damage analysis, and seismic isolation of CFST arch bridges. Finally, an outlook was made on the issues worth further research on the seismic resistance of CFST arch bridges in the future. The results show that the dynamic analysis method can accurately obtain the seismic response of structures, the coupling behavior of dynamic response amongst components, the optimization and reasonable design method of structural design parameters, the reasonable deployment method of seismic reduction and isolation measures and the mechanism of their impact on structural response, as well as the universal damage assessment process are of great significance for the seismic resistance of CFST arch bridges. In addition, seismic risk assessment, the application of digital technology, and universal research methods and data analysis methods are key areas worth studying in the future. The research can provide a reference for the engineering and academic communities in the seismic analysis, design, and evaluation of existing and pending CFST arch bridges.

On December 18, 2023, a magnitude 6.2 earthquake occurred in Jishishan County, Gansu Province, with a maximum intensity of Ⅷ degrees. In order to analyze the damage characteristics of different structural types of buildings constructed by the standard and self-built methods in the townships, a seismic damage survey was conducted on the buildings in the macro-seismological center of the earthquake-Dahejia Town. The typical seismic damage characteristics of reinforced concrete shear wall structures, masonry-concrete composite structures, reinforced concrete frame structures, and other structural types were summarized, and the causes of damage were analyzed. The results of the investigation and analysis show that the standard-built masonry-concrete composite structures and reinforced concrete shear wall structures suffered minor damage as a whole, which does not affect the continued use of the buildings. The load-bearing columns and beams of the standard-built frame structures are basically intact, but the infill walls are severely damaged, which affects the use of the building and the cost of later repair is relatively high. The self-built buildings are more severely damaged than the standard-built buildings, and the damage patterns are complex and diverse, which seriously affects the production and life of the residents. In view of the many problems in the earthquake-resistance of township houses, it is suggested that the relevant government departments organize professional units to carry out appraisal of existing buildings and provide multiple sets of repair and reinforcement schemes. For new and under-construction self-built houses, the regulatory intensity should be increased, and the professional skills of the personnel involved in house construction should be enhanced through training. For the urgently developing and constructing township areas, the relevant departments should strictly follow the relevant regulations of the seismic code, take the lead in the construction of civil houses, and improve the overall seismic capacity of the region.

The indirect identification of bridge frequencies through coupled vehicle-bridge dynamics is a critical area of research that underpins the health monitoring of bridges. Traditional methods in this domain, however, impose significant constraints on the parameters and operational velocities of the vehicles involved. These restrictions significantly hamper the real-world applicability of these indirect methods since they cannot be smoothly integrated into the analysis of standard vehicles in normal driving conditions. To bridge this gap in the literature and practice, the current study presents a pioneering approach that capitalizes on the dimensionless response of vehicles in transit to indirectly identify bridge frequencies. The research commences by formulating a set of dimensionless equations characterizing the motion of the vehicle-bridge system. From this theoretical groundwork, the study derives a system state equation and an output signal equation, both predicated upon an enhanced subspace identification technique. This study introduces an innovative equation that captures the dimensionless residual response signal from the dual axles of a single vehicle, incorporating temporal variances in the process. This methodological framework successfully negates the adverse impact of road surface irregularities, effectively sidestepping limitations linked to vehicle parameters within conventional subspace identification methods. The versatility of this approach allows for its application to any typical vehicle in motion across a bridge. Then, the study validates the practicality of the proposed indirect approach for the frequency identification of simply supported beam bridges using the dimensionless response of a dual-axle vehicle. Through rigorous numerical analyses, this study examines the influence of driving speeds, road surface conditions, and stochastic vehicle loads on the indirect identification of bridge frequencies. The results highlight the necessity of adequate load excitation to dependably identify bridge frequencies, especially for eliciting the higher-order modal vibrations of bridges, which are essential for accurately identifying modes at higher frequencies. Finally, empirical evidence is provided through field tests conducted on a high-pier simply supported beam bridge. By inputting the monitored dynamic contact force between the vehicle and bridge into the proposed enhanced subspace identification model, this study validates the feasibility and accuracy of this novel approach. The experimental results affirm that the short-time stochastic subspace identification(ST-SSI) technique effectively isolates the first two modal frequencies of the bridge, outperforming the multivariable output error state space(MOESP) method in identifying higher-frequency modes. This research substantially broadens the scope of bridge frequency identification to include standard vehicles within regular traffic flows, simultaneously improving the precision of frequency detection, especially for higher-order modes.

Roller compacted concrete gravity dams have developed rapidly since the 1980s due to their advantage of fast construction speed. Generally, induced joints are set between the dam sections of roller compacted concrete gravity dams and the joints are cut discontinuously with a slotting machine, with the joint surface being non-exposed. The overall seismic response and safety of the dam considering the influence of induced joints are worth attention. This paper proposed a simulation method for the induced joints of roller compacted concrete gravity dams. Established a three-dimensional finite element model of a certain roller compacted concrete gravity dam. Calculated and analyzed the stress, deformation and plastic damage behavior under static and dynamic loads of the overall model of the roller compacted concrete gravity dam and compared it with a single dam section model to study the influence of induced joints on the dam seismic response. The results showed that the stress level and damage degree of the highest dam section in the riverbed are similar under the two models and the seismic responses of the single dam section model were greater in some parts. In addition, the overall model can simulate the damage and cracking process of the induced joints of the roller compacted concrete gravity dam and can more reasonably simulate the overall response of the dam, especially the stress distribution of the dam sections at both dam abutments.

To investigate the seismic response of single-hole with two-track shield tunnels and inside prefabricated internal structures, this paper adopts stratum-structure method and viscous-spring artificial boundaries, utilizing the concrete damage plasticity (CDP) model to structures and establish the finite element models based on the Shanghai airport link line. After simulating, analyzing, and comparing, the seismic response of single-hole with two-track shield tunnels under five earthquakes has obtained. The results reveal that: internal structures, which can effectively increase the lateral stiffness of tunnel and reduce the diameter deformation rate, are beneficial to the seismic performance of tunnel. However, due to the internal structures, the most severely damaged part of the tunnel will change. Although the under-track structure increases the transverse stiffness of tunnel, the side walls on both sides of middle box culvert will be the first damaged parts under seismic wave. The seismic performance of partition walls is the worst among all components, and its response is controlled by the medium to long periods of seismic wave. Damage to the middle partition wall is mainly concentrated on the top and bottom. The seismic performance of the tunnel structure is relatively good, while the seismic performance of the internal structure is relatively poor, especially the middle partition wall. Future design and research should focus on the partition walls.

It is crucial to quickly and accurately assess the losses for post-disaster relief and reconstruction after earthquake disasters. This article focuses on the research of normalized business requirements for earthquake on-site disaster loss investigation and assessment. By establishing a unified earthquake on-site disaster loss investigation and assessment system, it optimizes the information transmission process at the earthquake on-site, improves the timeliness of earthquake information transmission, and achieves the flattening of survey data collection, analysis, and management. Through the implementation of functions such as calculating the earthquake damage index of sampling points, comprehensively evaluating the intensity map, and semi-automatically generating assessment reports, the system improves the efficiency of earthquake disaster response and the accuracy of disaster loss assessment, providing strong guidance and a basis for post-disaster reconstruction. At the same time, the accumulation and analysis of earthquake on-site loss investigation and assessment cases serve as a reference for future emergency response and risk assessment. Finally, this article also presents further research throughts and methods to gradually improve the system’s functionality, rendering it more practical and sustainable.

There are various liquefaction assessment methods empirically based on test data used both domestically and internationally. Among them, the cone penetration test (CPT) has become a common method due to its inherent advantages. This paper elaborates on four commonly used CPT-based liquefaction assessment methods from both domestic and international sources: the NCEER method, the Code for investigation of geotechnical engineering method, the Specification for geotechnical invesitgation in soft clay area method, and the General rules for performance-based seismic design of buildings method. It compares the assessment results of these methods and utilizes data-driven classification and regression tree (CART) and random forest (RF) algorithms to study and analyze the importance of liquefaction influencing factors and the interplay among them. A new set of standards for determining liquefaction occurrence was developed, showing that: The General Rules method proposed by YUAN Xiaoming et al. is balanced with the highest accuracy for liquefaction assessment, achieving over 94% accuracy in seismic intensity zones of 7, 8 and 9, which is higher than the NCEER method, and significantly better than the Geotechnical Specification and Soft Soil Procedure methods. The NCEER method, though ranking second best, tends to misclassify a large quantity of non-liquefaction data as liquefaction in deeper layers of intensity zone 9, which is not consistent with reality. The performance of the Geotechnical Specification and Soft Soil Procedure methods is the worst. The accuracies of the two machine learning methods are 97.6% and 97.5% respectively, with the importance ranking of predictive variables being largely consistent. Factors such as relative density (D_r), soil behavior type index (I_c), fines content (FC), and cover thickness (CT) have a significant impact on triggering liquefaction, whereas peak ground acceleration (PGA), groundwater table (GWT), and critical thickness of the liquefiable layer (CTL) have a lesser impact. The proposed new standards for liquefaction triggering are in line with the impact trends of various influencing factors, providing references and support for the prediction and assessment of liquefaction triggering.

The pile-columns of frame piers is a widely used substructure in bridge engineering. The current seismic design specifications for bridges require the pile to remain elastic following the capacity protection principle. Therefore, identifying the sensitivity of various design parameters to seismic demands of the piles is an important prerequisite for the capacity protection design of the piles. For this purpose, based on a coupled soil-pile-structure finite element modeling method, the sensitive parameters of pile-columns of frame piers to pile seismic demand are studied. Firstly, distribution mechanisms of bending moment under different earthquake intensity are investigated, together with understanding the contribution of ground surface tie beam to withstand the pile-shaft bending moment. On this basis, standardized seismic demand indicators representing the maximum bending moment of the pile, the corresponding depth, and the recommended reinforcement range are proposed. The sensitivity of tie beam, pile, column and soil parameters to the seismic demands of piles is analyzed. Based on the sensitivity parameter definition standards derived in this paper, the high and low sensitivity parameters of the pile seismic demand are identified. The research results can provide a reference for the seismic design of bridges supported by extended pile-shaft frames with ground surface tie beams in cohesionless soils based on pile capacity protection principle.

The response spectrum is a crucial foundation for seismic design. The constitutive models of traditional numerical simulation methods fail to adequately capture the complex site conditions and dynamic processes of soil with high uncertainty, which causes significant discrepancies between calculated and measured response spectra. This paper used 2428 sets of bedrock and surface seismic records from horizontal site stations by KiK-net in Japan. It established a BO-XGBoost-SS model for predicting ground acceleration response spectra, taking soil layer information and bedrock input as primary features through a stratified sampling training strategy guided by site categories. Results demonstrate that the constructed model exhibits good predictive performance, with an R² evaluation metric of 0.87 for surface acceleration response spectrum, with R² values above 0.8 for various periods. Applying dynamic time warping (DTW) distance analysis to assess the prediction match of individual response spectrum, the model proposed shows stability across different site categories, overcoming the deficiencies of numerical methods in underestimating high-frequency ground motion and anomalously amplifying long-period response spectrum. Validation with the latest ground motion records as an external dataset further confirms the model’s generalization ability. Through shapley additive explanations (SHAP) analysis, the contributions of features to model predictions are elucidated, revealing key features influencing response spectrum predictions, consistent with existing knowledge. The study’s findings provide training strategies and assessment guidance for the development of site response prediction models, offering new insights into the application of machine learning in seismic zoning and earthquake-resistant design of engineering structures.

The construction of underground utility tunnels has developed rapidly, resulting in a large number of interchange utility tunnels, and the interchange nodes of the these tunnels are mostly cast-in-place as a whole. Due to the significant difference in lateral resisting stiffness in two orthogonal directions of the interchange utility tunnel, and the soil deformation is closely related to the buried depth of utility tunnel, the seismic response mechanism of the interchange utility tunnel is complex. In this paper, a response displacement method for the transverse seismic analysis of underground interchange utility tunnel is proposed. Taking a cross interchange cast-in-place utility tunnel as the research project, the load-structure model of the cross interchange utility tunnel is established via the response displacement method. The maximum relative deformation and its occurrence time between the layers of the interchange utility tunnel are studied, and the method in this paper is verified by the time history analysis method. Results indicate that for the underground interchange utility tunnel, the maximum relative deformation between the layers of interchange node does not occur simutaneously. Considering only the maximum relative deformation of the top slab and bottom slab of the interchange node may not be the most unfavorable condition for seismic analysis of the structure. It is necessary to calculate the maximum relative deformation between the layers of the interchange node to determine the most unfavorable condition of the overall structure. The method in this paper can accurately calculate the internal force and deformation response of underground cross interchange utility tunnel under seismic action, which is of reference value for the transverse seismic design of the underground interchange utility tunnel.

Humanity’s demand for nuclear energy has driven its development, yet the frequent occurrence of nuclear accidents has emphasized the crucial importance of safety. Earthquakes, especially near-field earthquakes, pose a substantial threat to the safety of large structures, such as nuclear power plants. Traditional seismic response analyses of nuclear power plants often depend on the assumption of vertical incidence of input motions. However, near-field earthquakes predominantly exhibit oblique incidence, resulting to more intricate and diverse effects. This paper realizes the simulation of obliquely incident ground motions by using the three-dimensional visco-spring artificial boundary method to build a comprehensive model of the nuclear containment structure and its surrounding soil. Subsequently, two typical input motions—P-waves and SV-waves—are selected and input into the model at varying angles of incidence to conduct an in-depth analysis of the seismic dynamic response of the nuclear containment shell. Based on the research results, it can be observed that the dynamic response of the nuclear containment shell under near-field earthquakes exhibits more complicated characteristics, which cannot be entirely captured by assuming vertical incidence of input motions. This finding emphasizes the significant impact of near-field seismic motion patterns on the dynamic response of nuclear power structures, providing quantitative insights and valuable references for the seismic design and optimization of similar projects.

Real-time hybrid testing is an important test method for exploring the seismic performance of structures incorporating velocity-dependent components. However, current real-time hybrid tests encounter the challenge that the numerical substructure calculation efficiency fails to meet the real-time requirements, thereby restricting the application of this method in seismic tests of large-scale engineering structures. In order to improve the computational efficiency of the numerical substructures, a physical information neural network suitable for real-time hybrid testing is proposed, and a real-time hybrid testing method for neural network surrogate models is implemented. First, a neural network model was constructed based on different physical constraint equations. Then the seismic response of a two-story frame structure with a damper was numerically simulated by finite element software, and these simulation data were employed to train the network model. Finally, the trained physical information neural network was used to carry out real-time hybrid test simulation. The simulation results show that the physical information neural network has high prediction accuracy, among which the physical information neural network using resilience as the loss function has the highest accuracy. The real-time hybrid test method based on the physical information neural network agent model is feasible.

Aiming at the problems of random failure position, large amount of steel cutting and excessive welding length of traditional cross-core concrete-filled steel tube buckling-restrained brace ( CSBRB), a new type of perforated cross-core concrete-filled steel tube buckling-restrained brace (PCSBRB) is proposed in this paper. The structure and characteristics of PCSBRB are introduced, and the calculation equation of basic mechanical parameters is given. Six groups of PCSBRB models with different opening parameters and one group of CSBRB models are designed, and the quasi-static finite element analysis is carried out by ABAQUS software. The effects of the structural rationality of PCSBRB, the opening ratio and the number of openings on the mechanical properties, energy dissipation performance, stress distribution, high-order deformation characteristics, in-plane instability of the opening section and the equivalent cumulative plastic strain of PCSBRB are studied. The analysis results show that the structure of PCSBRB is reasonable, and the bearing capacity and energy dissipation performance are similar to those of CSBRB. The yield area of PCSBRB is located in the opening section, which has the advantages of fixed-point yield and multi-point energy dissipation. The hysteresis curves of PCSBRB with reasonable design is stable, full and symmetrical. For PSCBRB with too small opening rate, the stress is concentrated at the limit hole, and the purpose of fixed-point yielding cannot be achieved. For PCSBRB with too large opening rate, the opening section is prone to in-plane instability, resulting in a decrease in the bearing capacity of PCSBRB. The opening rate of PCSBRB should be 33%~50%. When the total length of the opening section is 1500 mm, the number of openings is set to 4~8, and the performance is similar. Compared with CSBRB, PCSBRB has higher material utilization and lower welding cost.

To address issues such as excessive displacement and inadequate self-resetting capabilities in isolated bridges employing traditional double concave friction pendulum bearings, a novel iron-based shape memory alloy-double variable friction pendulum bearing (Fe-SMA-DVFPB) was developed. This bearing integrates the variable friction mechanism on the sliding surface with the superelastic properties of shape memory alloy. A constitutive model for the bearing is established, and its equivalent analysis model is determined through theoretical analysis and numerical simulation. Based on practical engineering considerations, isolated bridges with different types of bearings are designed, and their seismic performance under near-fault ground motions is analyzed. The results show that the maximum isolator displacements of the three types of isolation structures under pulse-type earthquakes are 2.1, 1.63 and 1.47 times greater than those under non-pulse-type earthquakes, respectively. Compared to DCFPB-isolated bridges, Fe-SMA-DVFPB-isolated bridges exhibit the maximum reduction in isolator displacement of 38.9% under pulse-type earthquakes and 13% under non-pulse-type earthquakes. Additionally, the maximum reduction in residual displacement is 93.5% for pulse-type and 83.1% for non-pulse-type earthquakes. The use of Fe-SMA-DVFPB significantly improves control over both relative displacement and residual displacement. The reduction in relative displacement and residual displacement in Fe-SMA-DVFPB-isolated bridge bearings is significantly greater than the increase in bending moment and shear force at the pier base. Fe-SMA-DVFPB can further enhance the post-earthquake resilience of bridges.

This paper proposes a novel prestressed reinforced concrete (RC) column reinforcement method by replacing traditional angle steel with spatial special-shaped steel structures, which enhances constraint effectiveness and construction efficiency through prestressing technology and bolt connections. Four specimens were designed and subjected to axial compression tests to obtain failure modes, load-displacement curves, and strain distribution patterns of different configurations. The study found that post-earthquake damaged RC columns exhibited a 24% reduction in ultimate axial compressive bearing capacity and 46% stiffness degradation. After prestressed lattice steel reinforcement, concrete crack propagation was effectively controlled with significantly reduced damage severity. The bearing capacity and stiffness reached 141% and 115% of the original column’s values respectively, accompanied by a 20% improvement in deformation capacity, demonstrating excellent reinforcement performance. The prestressed lattice steel provides substantial lateral confinement, inducing compressive stresses in reinforced components that enhance material properties and retard crack development. Finally, based on the section equilibrium method, a calculation formula for axial compressive bearing capacity of fully bolted prestressed lattice steel-reinforced seismic-damaged RC columns was established, laying a theoretical foundation for engineering applications of this innovative reinforcement technique.

The cost-effective ratio for the reinforcement of seismic damaged structures is proposed based on the estimated seismic economic loss and reinforcement cost. A performance-based optimal selection method is established. The cost-effective ratio and estimated repair time are adopted as quantitative indexes. Besides, the construction technology, construction time cost, and effect on building functions are qualitative indexes. The technique for order preference by similarity to ideal solution (TOPSIS) and combination ordered weighted averaging (C-OWA) were adopted as the mathematical method for optimal selection. Taking a certain typical concrete frame structure as the research object, based on the incremental dynamic analysis results of different seismic damage reinforcement schemes, a comparative and optimal selection study of the FRP reinforcement scheme, shock absorption reinforcement scheme, and seismic isolation reinforcement scheme for the seismic damaged structure was carried out. Results indicate that the proposed cost-effective ratio can provide a comprehensive and objective insight into promoting seismic performance from an economic perspective. Moreover, the performance-based optimal selection procedure can effectively provide a scientific basis for the construction decision-maker by combining objective situations and subjective willingness.

The implementation of dissipative dampers between adjacent buildings can effectively mitigate structural vibration responses, with inerter dampers offering distinct advantages for controlling coupled structures. However, the performance of different types of inerter dampers in adjacent buildings requires further investigation. This study aims to determine the optimal parameters of various control devices for multi-story adjacent structures. A global optimization solver is employed, with displacement and acceleration of the flexible structure as the primary control objectives, while constraining the response of the rigid structure. Three damper types, namely, viscoelastic dampers (VED), tuned inerter dampers (TID), and tuned viscous mass dampers (TVMD), are individually applied to adjacent structures to evaluate the influence of structural period ratio and damper placement on seismic response. The control efficacy of VED, TID, and TVMD is systematically compared, and a novel hybrid control scheme combining TID and TVMD is proposed. Time-history analysis confirms the effectiveness of the optimized design. Numerical results indicate that inerter dampers (TID and TVMD) significantly reduce the seismic response of adjacent structures while requiring considerably smaller damping parameters than VED. Although the hybrid TID-TVMD system demands higher parametric requirements than single-damper configurations, it achieves superior balance in controlling both displacement and acceleration of the flexible structure.

To address the issue of the single energy dissipation form of traditional metal dampers, this paper proposes a new type of metal-double hinge friction hybrid damper, leveraging the characteristics of large yield displacement in bending metallic dampers and small yield displacement in rotational friction dampers. The construction principles and main parameter calculation methods of the hybrid damper are elaborated to achieve the objective of phased energy dissipation from frequent earthquakes to the maximum considered earthquakes. Experimental research on the mechanical performance of the hybrid damper was conducted, comparing the hysteresis curves, strain development, stiffness degradation and energy dissipation capabilities of dampers made of LY160 and Q355 steel materials and in different construction forms. The results show that the hybrid damper has good energy dissipation performance, with fuller hysteresis curves compared to traditional metal dampers. Within the range of metal yield displacement deformation, the damper primarily dissipates energy through friction, exhibiting multi-level yielding characteristics and a higher equivalent viscous damping ratio. The restoring force model for the hybrid damper is proposed and verified with experimental results. By adjusting the parameters of the metal damper and the double hinge friction damper, a performance-based design can be achieved to meet the seismic demands of various application scenarios. A new type of metal-double hinge friction hybrid damper has been developed.