In the current context of increasingly constructed urban built environments, the disaster impacts of functional disruptions in urban buildings hit by earthquakes can quickly propagate and intensify through the social chain. To quantify the functional disruption of earthquake-damaged building complexes, this paper focuses on assessing the functional recovery time of urban building complexes after an earthquake and develops a comprehensive assessment framework. The framework employs a fuzzy hierarchical analysis to quantify the impact of key factors, such as building renovation class, regional economy, climate, and topography, on the recovery process. Additionally, the study divides the rehabilitation process of the urban complex into a preparation phase and a repair and reconstruction phase, and develops a systematic assessment model for each phase. In the preparation stage, the assessment model especially considered the impact of the earthquake emergency period and systematically sorted out the time required for five key recovery preparations under different intensities of effects according to the expected intensity of earthquake effects; the assessment model for the repair and reconstruction stage was constructed based on the damaged area of the earthquake-damaged houses as well as the time required for repairing or reconstructing per square meter. The model preliminarily estimates the reconstruction time per unit area of houses of different building structure types in China through in-depth analysis of the quota data, and takes into account the uncertainties in the construction process by using the Monte Carlo simulation method. And the repair time per unit area of a house is derived by reasonably discounting the reconstruction time based on its damage degree. The research results not only provide new perspectives for the theory of urban disaster management, but also provide good data support for the resilience building of the government and enterprises and the rapid development of recovery decisions after disasters.

In order to improve the seismic performance of traditional HDR(high-damping seismic isolation rubber bearings)bearings and their adaptability in simply supported beam bridges in high-intensity seismic zones, a new type of composite seismic bearing was developed based on the rational integration of steel bar dampers and HDR bearings, and its structural construction and mechanical behavior were described. Taking a specific specification product as an example, the vertical compression performance and horizontal hysteresis performance were demonstrated through finite element numerical simulation and experimental research. Then, a 5~20 m concrete simply supported beam bridge in an 8-degree seismic zone was taken as the object, and a finite element model was established using SAP2000 to study its seismic performance. The results showed that the vertical compression performance of the bearing met the standard requirements, and the horizontal hysteresis curve was more full than that of the HDR bearings. The finite element numerical analysis and experimental results were in good agreement with the theoretical skeleton model. Compared with the HDR bearings seismic system, the internal force response of the bridge pier increased to a certain extent after the use of the composite bearing, but it is still within the capacity range, and the displacement of the bridge beam end and the relative displacement of the pier-beam are significantly reduced, which can effectively avoid the occurrence of seismic damage such as beam-falling and collision of adjacent beams.

The reactor building is a vital part of the nuclear island. Its floor response spectrum is essential for the design of internal equipment, such as the reactor pressure vessel and steam generator. To study the variation of the floor response spectrum of seismic isolation structures under different seismic inputs, a shaking table test was conducted on a nuclear reactor building model with a geometric similarity ratio of 1∶20. Three sets of seismic motions were generated based on NRC Reg. Guide 1.6. These included unidirectional (X-direction), bidirectional (X+Y directions), and triaxial (X+Y+Z directions) motions. Accelerometers were used to measure the floor responses under each condition, allowing for the analysis of response spectra for key floors. The results indicate that seismic isolation structures have two main peak points in the floor response spectrum, located near the first and second natural frequencies. The first frequency exhibits a lag, while the second frequency has a lead. There is a coupling effect between seismic motions in different directions. Near the first frequency, this coupling reduces the peak response of the upper structure’s floor spectrum. In contrast, near the second frequency, the interaction between vertical and horizontal seismic motions sharply amplifies the response, and this effect increases with height.

On December 18, 2023, the Jishi mountain earthquake revealed damage to 750 kV surge arresters. In order to improve the seismic performance of existing pillar-type electrical equipment in substations, the intermediate layer was selected as the isolation part for modification. Two intermediate isolation schemes were proposed: steel wire rope damper and composite seismic isolation bearing. The original surge arrester and isolation structure were modeled using the ABAQUS finite element method. Ten sets of seismic waves were input for finite element analysis, and the stress of bushing root, top acceleration and displacement responses of each structure were extracted to compare and analyze the isolation efficiency of the intermediate layer. The results show that under seismic action, the intermediate isolation structure of the steel wire rope damper can effectively reduce the stress of bushing root and top acceleration of the surge arrester, but it has a significant amplifying effect on the top displacement, which can easily cause wire tension damage. The intermediate isolation scheme with composite seismic isolation bearing can improve the vertical stiffness of the intermediate layer structure, so that the root stress and top acceleration of the original structure bushing decrease by more than 40%, and the peak displacement of the top is only increased by 12.56%, so as to achieve a good seismic isolation effect. The intermediate isolation device with composite seismic isolation bearings exhibits good seismic isolation efficiency and is an effective retrofit measure to improve the seismic performance of existing 750 kV surge arrester.

This study analyzes 6 436 offshore ground motion records from 496 seismic events observed by seafloor observation network for earthquakes and tsunamis along the Japan Trench (S-net), aiming to investigate the frequency content characteristics of vertical ground motion components. Using random-effects regression with consideration of key factors like water depth and sediment layer thickness, we developed empirical models for vertical frequency content parameters. Significance tests and the Akaike Information Criterion (AIC) were employed to evaluate parameter validity and model goodness-of-fit. Results show that significant differences exist between horizontal and vertical frequency content distributions, highlighting the significance of the water depth parameter and setting condition. For S-net ocean-bottom stations (water depth: 102~7830 m), vertical frequency parameters shift toward shorter periods at depths less than 1500 m, while longer-period (longer than 0.8 s) records increase significantly at depths greater than 1 500 m. The water depth significantly affects vertical frequency content. Predictions for different tectonic types show consistent differences between vertical and horizontal models. Site terms exhibit significant differences between inner-trench and outer-trench stations, possibly influenced by the propagation paths of seismic waves and the topographical features associated with the outer ridge of the trench rather than sediment layer thickness. This study provides support for understanding offshore ground motion characteristics and assessing offshore seismic hazards.

The Meta-analysis method will be used to comprehensively evaluate relevant literature on earthquake casualty estimation models, aiming to verify the effectiveness and reliability of existing models. Firstly, a systematic search will be conducted in both Chinese and English databases to select literature that includes information on sample size, evaluation factors, model types, and performance. Secondly, a random effects model is used to calculate the effect values included in the study, while the I² statistic is used to test the level of heterogeneity. Finally, the robustness of the Meta-analysis results is assessed through bias analysis and sensitivity analysis. The results indicate that the overall evaluation performance of the model is good, but there is significant heterogeneity and publication bias among studies, mainly due to methodological differences. Sensitivity analysis shows that the Meta-analysis results are robust. In summary, the overall evaluation effect of the earthquake casualty estimation models is reasonable and the model performance is good, which can meet the actual needs of earthquake emergency response.

Vertical ground motion is more intense in the near-fault zones, which poses a potential threat to the rocking self-centering (RSC) column piers with low seismic damage characteristics. Based on the OpenSees platform, finite element model of RSCs was established, and the accuracy of the modeling method was validated by comparing simulation results with pseudo-static and shaking table test results. Ten near-filed ground motions with pulse-like waves were used as the earthquake inputs, and bidirectional horizontal excitation and the three-dimensional excitation were considered respectively. A research on the influence of vertical ground motion on the seismic response of RSCs, and the continuous beam bridge with RSCs was conducted. The results show that vertical ground motions can increase the maximum axial force of RSCs, and reduce the minimum height of the RSC section, but the changes are not significant on average. Under disadvantageous conditions, the maximum axial force can increase by about 19.55%, and the minimum height of the compression zone of the section can be reduced by about 22.05%. Overall, the vertical ground motion has a minor impact on the maximum displacement at the top of RSCs. Vertical ground motion can greatly change the tensile stress and failure of energy-dissipating steel bars in RSC bridge columns. Therefore, it is necessary to consider the vertical ground motion effects on seismic response estimation of RSC bridge columns and RSC bridge structures.

A simplified method for calculating the longitudinal movement and cumulative displacement of the stiffening girder in long-span suspension bridges under random traffic flow is proposed. In this method, the suspended stiffening girder system is equivalent to a single-degree-of-freedom (SDOF) vibration system. Based on this SDOF system, the longitudinal vibration equations of the suspension bridge’s stiffening girder under moving loads and random traffic flow are derived. A rapid calculation method for the stiffening girder’s longitudinal vibration response under random traffic flow is proposed. Taking an example of a long-span suspension bridge and using existing traffic measurement data, random traffic flow samples are generated based on the Monte Carlo method. These samples are then treated as random loads on the SDOF system. The SDOF vibration equation is solved, and the results are compared with ANSYS dynamic analysis results. The findings reveal that under random traffic flow, the stiffening girder undergoes longitudinal movement and accumulates a significant displacement. This cumulative displacement consists of both static and dynamic components, with the latter contributing more significantly. Compared to the finite element transient dynamic analysis, the displacement response results obtained from the simplified SDOF system show minimal differences in extreme values and root mean square(RMS) values (less than 5%), although there is a slightly larger difference in cumulative displacement (approximately 13% ~ 19%). This indicates that the simplified vibration model can capture the stiffening girder’s longitudinal movement characteristics under random traffic flow. The proposed simplified method greatly simplifies the analysis of the stiffening girder’s longitudinal movement under random traffic flow, enabling response evaluation and parameter optimization in the preliminary design stage.

To overcome the overly conservative nature of uniform hazard spectra and the unconservative nature of conditional mean spectra, the composite spectrum that combines the previous two spectra is proposed. The conditional periods are determined based on specific seismic information of the site (including magnitude, epicentral distance, etc.). This allows for the construction of multi-composite spectra that capture the regional seismic characteristics. A composite spectrum, representing the envelope of the corresponding conditional mean spectrum of one earthquake scenario, is ‘moderately’ conservative. By considering the influence of all earthquake scenarios in the region, the multiple mixed spectra are applicable for seismic analysis of all structures within the region. As illustrated by a specific region, the uniform hazard spectra, seismic parameters, and conditional periods of the region are determined following the seismic hazard analysis, and the method for generating multiple composite spectra is presented. Both the composite spectra and the design spectra are used to select actual ground motions. A case study is conducted on a typical cable-stayed bridge and the seismic responses in the longitudinal and transverse directions are compared. It shows that due to the contribution of higher modes, there exist significant differences in the vibration amplitude of different bridge components. The force response (including bending moments and shear forces) of the tower is more sensitive to short-period ground motions. Using design spectra to select ground motions significantly overestimates the longitudinal seismic response of the cable-stayed bridge. The overestimation is 50%, 23%, 38%, and 19% for the beam displacement, tower top displacement, tower base bending moment, and tower base shear force, respectively. It is suggested that the envelope of the mean seismic responses induced by the ground motions selected from each composite spectrum be used as the design seismic response of the cable-stayed bridge. This approach reasonably assesses the seismic demand of the bridge, thereby reducing the cost of the cable-stayed bridge and improving its economy.

To address the significant discrepancy between damage degree and peak values when employing traditional acceleration indices for evaluating seismic damage in loess slopes under large earthquakes at far-field and small earthquakes at near-field scenarios, this study developed a novel evaluation system based on particle vibration velocity theory. Through shaking model tests and numerical simulations, the coupling mechanisms between acceleration and velocity responses during seismic damage evolution in loess slopes were systematically investigated, revealing intrinsic correlations between dynamic parameters and damage states. The results indicate the acceleration amplification effect of loess slopes is obvious. When the peak acceleration is taken as the evaluation index, the calculated intensity of loess slope top in the near field is greater than the actual intensity. A linear correlation was established between peak particle velocity and soil tensile strength. It is suggested that the peak velocity should be used as the evaluation index of failure intensity for loess slope with typical site amplification effect. An innovative five-level seismic intensity evaluation system was proposed in accordance with GB/T 17742—2020 specifications, defining velocity threshold intervals and characteristic failure patterns for each damage level, thereby establishing a quaternion correspondence criterion integrating damage degree, intensity, peak velocity, and seismic damage characteristics. This research provides theoretical foundations and quantitative criteria for seismic damage assessment of loess slopes.

A load-structure model for the underground interchange utility tunnel was established based on the response displacement method. Transverse seismic analysis was carried out on the underground interchange utility tunnel. The internal force, deformation, and damage responses of an underground cross interchange cast-in-place utility tunnel under seismic excitations along two main axes were analyzed. The results indicate that under major earthquakes, the inter-story displacement angle at the interchange node of the utility tunnel exceeds the standard limit by 167.50%, with tensile damage reaching 0.985, far exceeding the tensile damage limit, which marking it as the weakest part of the interchange utility tunnel. Due to significant differences in stiffness and deformation modes between the interchange node and standard segments, the deformation at joints near the interchange node is the greatest. Under major earthquakes, the deformation at the joints near the interchange node can be up to 20 mm and 18 mm in two directions, respectively. The maximum inter-story displacement angle between layers at the interchange node may not occur simultaneously. Under major earthquakes, the maximum inter-story displacement angle between layers exceeds that between the top and bottom slabs by 19.15%. Consequently, it is necessary to determine the most unfavorable condition based on the maximum inter-story displacement angle between layers. The findings can provide a reference for the transverse seismic design of interchange utility tunnels.

In order to investigate the effectiveness of treatment measures for silt subgrade in high seismic fortification areas, vibration table model tests were conducted on pure silt subgrade and reinforced silt subgrade. Based on a comparative analysis of the failure characteristics and dynamic response laws of the two models, the influence mechanism of reinforcement on the seismic performance of silt subgrade was explored. The experiment shows that after the peak acceleration of seismic load reaches 0.25 g, the experimental pure silt subgrade gradually experiences cracking, fragmentation, and sinking failure. After adding four layers of geogrids on the slope side of the subgrade, the seismic resistance of the silt subgrade can be effectively improved. When the peak acceleration of the seismic load is loaded to 0.35 g, although cracks also appear on the reinforced silt subgrade, the subgrade can still maintain good integrity. Under seismic loads, reinforced silt subgrade and pure silt subgrade have basically the same acceleration and dynamic soil pressure response rules. The acceleration amplification factor increases nonlinearly with the increase of subgrade height, and decreases with the increase of seismic load. Under the same load, the amplification factor on the slope side of the subgrade is larger than that on the centerline side, but the difference between reinforced silt subgrade is smaller. The dynamic soil pressure of both models shows a pattern of “larger on both sides and smaller in the middle” in the height direction of the subgrade. In the direction of the subgrade cross-section, the dynamic soil pressure on the centerline side of the subgrade is greater than that on the slope side. Due to the influence of subgrade structure, the potential fracture surface of reinforced silt subgrade under seismic loads will form at the end of the reinforced body and within the low pressure compaction zone. Reinforcement is an effective measure to improve the seismic performance of silt subgrades. In practical engineering applications, the length of the reinforcement should not be less than 0.65H, and there should also be sufficient anchoring length.

A large number of seismic investigations have shown that the damage caused by nonstructural components could not be ignored, and with the increasing maturity of the response spectrum method, it has become an important method for the seismic response analysis of nonstructural components. However, the current method of generating response spectrum was mostly used for multi-story structures, and the method of generating response spectrum for large-span structures was still not clear. Therefore, this article establishes nine types of single-layer cylindrical reticulated shell structural models on the basis of ABAQUS and Python. Through numerical analysis, the representative nodes of the single-layer cylindrical reticulated shell were identified by comparison, and the spectral characteristics of the three-way acceleration response spectrum were investigated and analyzed, and the fitting form of the node response spectrum was established, and the fitting formula of the three-way acceleration response spectrum of the single-layer cylindrical reticulated shell nodes was proposed. In addition, this article further determined the calculation formula of each characteristic parameter through the fitting analysis, and investigated the relationship between the peak acceleration amplification factor, the peak spectral acceleration amplification factor and the effective distance of the nodes, the structural rise-to-span ratio and the roof mass based on the representative nodes. The research results in this article could be used to approximate the seismic response of the single-layer cylindrical reticulated shell non-structural components, and could provide a valuable reference for the generation of response spectrum for other large-span structures.

Progressive collapse is a nonlinear dynamic behavior of structural systems. In order to study the progressive collapse resistance laws of reinforced concrete planar frame structures after failure of important members, an important member identification method based on strain energy of members was proposed. The effectiveness of the method was verified by taking a four-bay and eight-story reinforced concrete frame structure as the target. It was found that the method identifies important members with high effectiveness. On this basis, eight reinforced concrete frame structures with different beam spans or total number of floors were designed in accordance with code. Firstly, important members were identified based on the above method and the adverse structural member removal scenarios were formulated. Then, impacts of different total number of floors and structural span on progressive collapse resistance capacity of reinforced concrete planar frame structures were analyzed by adopting the nonlinear dynamic alternate path method. Finally, the approximate functional curve of reinforced concrete planar frame structures between proportions of columns removed from ground floor and degrees of structural collapse was fitted. The results indicate that after removal of center column at ground floor, structures are mainly carrying vertical loads by ground floor frame beams, and frame beams of remaining floors cooperate with ground floor frame beams to support loads. The decrease in total number of floors and the decrease in span can increase redundant load carrying capacity of structures, which has a positive effect on resistance capacity of frame structures to progressive collapse. Frame beam span has a significant effect on degree of structural collapse and total number of floors has a limited effect on degree of structural collapse. The relationship between proportions of columns removed from ground floor and degrees of structural collapse of reinforced concrete plane frame structures can be approximated by a logistic function.

The main building structure in a thermal power plant houses a large number of mechanical and electrical equipment, which is an essential component of the entire building. In this study, a calculation model for the main building structure considering the interaction between equipment and structure was established. A separate structural model of the main building structure was used as a comparison. Through static push-over analysis, the seismic performance of the structure was evaluated. The seismic fragility analysis based on SPO2IDA was conducted for both models. It was found that the structure-equipment interaction system in the elastic-plastic stage has a higher stiffness. The coal bunker has a significant damping effect on the coal bunker layer and adjacent layers, but it slightly increases the inter-story drift angle on the floor with the maximum inter-story displacement angle. The seismic fragility curve of the structure-equipment interaction system in the main power plant is obtained based on the SPO2IDA method.

To enhance the protection of masonry pagodas and improve the damping performance of suspension pendulum damper (SPD), a novel SMA composite pendulum damping system is proposed, integrating shape memory alloy (SMA) into SPD. This system enhances the inertia force generated by the pendulum within SPD by leveraging the super elasticity and high damping characteristics of SMA, thereby improving the overall energy dissipation capability of the damping system. Initially, the study outlines the process of obtaining the equivalent restoring force of SMA through stochastic equivalent linearization. Subsequently, it establishes the SDOF computational model of the SMA composite pendulum damping system by drawing parallels with the SDOF computational model of SPD. The paper elucidates the structure and operational principles of the damping system, followed by an exploration of the effects of two control parameters on its performance. Further, the study applies both SPD and the new composite pendulum damping system to a masonry pagoda. The structural vibration response is analyzed under three distinct seismic excitations following the implementation of the damping system using ABAQUS software. The findings reveal that the SMA composite pendulum damping system outperforms SPD in vibration control under various seismic excitations, demonstrating its superior applicability.

The damping of the primary structure has a certain impact on the dynamic characteristics of the system. However, the damping of the primary structure is often neglected when optimizing the design of DVAs using analytical methods to simplify calculations. This paper employs the perturbation method to derive an analytical solution for the optimized design parameters in negative stiffness-inerter dampers considering the damping of the primary structure under random excitation. Firstly, the governing equation of the vibration system under base acceleration excitation is established to obtain the absolute acceleration response transfer function and the corresponding mean square value. Secondly, the perturbation method is introduced to obtain the analytical solution of the optimal design parameters of the negative stiffness-inerter damper considering the primary structure damping under the H₂ criterion, and the validity of these analytical solutions is verified. Subsequently, through comparative case studies, it is demonstrated that neglecting the primary structure damping can cause significant deviations between the optimal design parameters of the negative stiffness-inerter damper and the actual values when the primary structure damping radio is relatively large highlighting the necessity of considering primary structure damping in parameter analytical optimization design. Finally, the optimal mean square value of absolute acceleration in the frequency domain and the peak value of the time history response in the time domain are compared after installing negative stiffness-inerter dampers and inerter dampers for the primary structure with damping, respectively. The result indicates that reducing the damping ratio of the main structure allows negative stiffness to increasingly improve the damper’s effectiveness. Furthermore, it demonstrates that the negative stiffness-inertance damper is more efficient in controlling the peak time-history response of the main structure.

In order to improve the seismic performance of reinforced concrete (RC) frames, carbon fiber-reinforced polymer (CFRP) was used to retrofit reinforced concrete frame structures. The effects of CFRP on the failure mode, the energy dissipation characteristics, the lateral stiffness degradation patterns, the ultimate bearing capacity degradation and the ductility of RC columns were investigated by the pseudo-static tests. The results show that the peak bearing capacity, initial stiffness and ductility of the CFRP reinforced model are increased by 43.89%, 39.27% and 30.10%, respectively. Based on the parametric study of the finite element model, the contribution of CFRP to the seismic upgrading effect of RC columns was quantitatively revealed, and the optimized design of CFRP retrofitted was proposed. The results indicated that the peak load, ductility and energy dissipation capacity of the whole structure are improved by using CFRP full-wrap reinforcement and strip reinforcement models with different coverage areas. The damage degree of column decreases, the damage degree of beam increases, and the failure mode changes from “column hinge” to “beam hinge”. Simultaneously, different CFRP reinforcement areas and the distance between strip-shaped CFRP have different reinforcement effects on concrete structures. Based on the investigation results, the recommended ratio of the width of CFRP strip to its spacing is 1.00 to 1.25.

A fully precast concrete energy-dissipation frame structure is proposed. It adopts straight threaded sleeve connections and employs viscous dampers to enhance its overall seismic performance. To investigate the seismic performance of the proposed precast concrete energy-dissipation frame structure, pseudo-dynamic tests were carried out on a precast concrete energy-dissipation frame specimen and a precast frame specimen. The research focused on the failure modes, plastic hinge development, hysteretic behaviors, stiffness degradation, ductility, and energy dissipation capacities of the frame specimens. The results indicate that both the precast frame specimens with and without viscous dampers experienced flexural-shear failure, with the damage concentrated near the mid-height of the column joint. Compared with the precast frame without a damper, the precast energy-dissipation framework exhibited a 97% increase in positive ultimate bearing capacity and an 82% increase in negative ultimate bearing capacity. The energy dissipation capacity and stiffness were also significantly improved. Considering the stress state of the framework, the precast framework columns are in a pure shear state at mid-height, which requires high shear resistance and is prone to brittle failure. Therefore, it is recommended to strengthen the shear resistance of the mid-height connection joints, improve the construction quality, and ensure the gripping force of the connection parts.

In order to expand the application of perfobond leiste (PBL) shear connectors, the low-cycle reciprocating loading tests were conducted on one steel reinforced concrete composite shear wall and four steel plate concrete composite shear walls with PBL shear connectors. The failure mechanism and seismic performance of the specimens were studied. The results show that the failure modes of shear walls under horizontal loads can be divided into two types including bending failure and bending-shear failure. The aspect ratio of the walls, the configuration of steel core plates and the arrangement of the PBL shear connectors are important factors affecting failure modes. PBL shear connectors can facilitate steel core plates working well with the concrete. Besides, the configuration of steel core plates can improve the bearing capacity of the walls. The bearing capacity of shear walls decreases with the increase of aspect ratios, and the vertical arrangement of PBL shear connectors is better than the horizontal arrangement of PBL shear connectors. Based on the design of compression-bending capacity of steel reinforced concrete columns recommended in EN 1994-1-1:2004, a design formula of compression-bending capacity for steel plate concrete composite shear walls with PBL shear connectors is proposed. It is verified that the design formula can accurately calculate the compression-bending capacity of the shear walls with large aspect ratios by comparison.

In this paper, an innovative self-centering coupled shear link (SC-CSL) used between the steel brace and brace connection plate in the concentrically brace steel frame (CBF) is developed by combining the coupled shear link (CSL), shape memory alloy (SMA) bars and disc springs. Firstly, the hysteresis performance and failure mode of the SC-CSL are analyzed using the validated finite element method. Then, the seismic performances of CBF with a steel brace, CSL and SC-CSL are analyzed. Numerical results show that the innovative SC-CSL has excellent bearing capacity and low residual deformation. The SMA bars mainly sustain tension while the disc springs static under tension force, and the disc springs sustain compression while the SMA bars are static under compression force. The tension and compression forces of the SC-CSL can be almost equivalent with reasonable SMA bars and disc springs. In addition, the seismic performances of CBF, CBF-CSL and CBF-SC-CSL are almost the same, and no yielding or damage occurs to the steel beams, steel columns and steel braces during frequent earthquakes. The steel brace in the CBF has a severe buckling phenomenon. The CBLs with an elastic steel brace can have excellent bear capacity and deformation capacity. The residual deformation of CBF-SC-CSL visibly decreases during rare earthquakes, which shows good seismic performance and seismic resilience capacity.