Natural Vibration Period Research Articles

A novel explainable AI-based approach to estimate the natural period of vibration of masonry infill reinforced concrete frame structures using different machine learning techniques

In this study, we used four different machine learning models - artificial neural network (ANN), support vector regression (SVR), k-nearest neighbor (KNN), and random forest (RF) - to predict the natural period of reinforced concrete frame structures with masonry infill walls. To interpret the models and their predictions, we employed Shapley additive explanations (SHAP), Local interpretable model-agnostic explanations (LIME), and partial dependency plots (PDP). All models showed good accuracy in predicting the fundamental period (T). The post-hoc explanations provided insights into (a) the importance of each feature, (b) their interaction, and (c) the underlying reasoning behind the predictions. For the first time, we have created a graphical interface that can predict the value of T along with its SHAP explanation. This interface can be useful in manually optimizing the design of reinforced concrete frame structures with masonry infill walls. However, the local explanations from SHAP and LIME exhibited significant discrepancies, and LIME underestimated the feature importance of dominant features compared to SHAP. These discrepancies observed in the explanations highlight the need for further research in the field of explainable artificial intelligence (XAI) in structural engineering.

Comparative Study Of Dynamic Earthquake Analysis With Spectral Design And Time History Methods

Earthquakes are natural events that cannot be prevented by humans and their occurrence is very difficult to predict. In civil engineering, especially in the structural field, earthquake loads are a major problem in planning economical and safe building structures. This study aims to determine the comparison of earthquake structures with the Response Spectrum, Response Spectrum Matched, Time Histories, and Time Histories Matched methods on the magnitude of the natural vibration period of the structure, the basic shear force, mass participation, displacement, and deviation between levels. The results of this study that the period of natural vibration of the structure with the earthquake method RS 1.412 seconds, RSM 1.453 seconds, TH 1.453 seconds, and THM 1.453 seconds is between the lower limit of 1.054 seconds and the upper limit of 1.476 seconds, so it meets the requirements of SNI 1726:2019. The results of the base shear analysis showed that dynamic analysis is greater than static and the structural model meets the requirements that VDynamics > 100%. VStatic. The results of the analysis of building mass participation in various earthquake methods meet the provisions with results of more than 90%. The results of the analysis of displacements are obtained for the x-direction, the largest THM is 41.945 mm and for the y-direction, TH is 57.330 mm. The results of the drift ratio analysis are obtained for the results of the y-direction drift which is greater than the x-direction drift and permit control for all earthquake methods is safe and meets the requirements of SNI 1726:2019.

Dynamic characteristics and response analysis of a new type of prefabricated fly ash foam concrete structure

Traditional structural dynamics methods for calculating the natural vibration period and mode shape of a structure are not ideal for structures with high natural frequencies. In particular, when buildings are subjected to seismic waves of predominant periods, they will resonate and cause more severe damage. This phenomenon disregards the effect of damping on a structure. The major parameter that considers energy dissipation in structures is the damping ratio. However, no good method for directly calculating the damping ratio is currently available. To address this issue, this study proposes a calculation method for natural vibration period and mode (damping method) that considers damping. It calculates the structural damping ratio by using an energy method and then applies structural dynamics and ABAQUS to verify the results. Finally, ABAQUS is used to study the dynamic response of the new prefabricated fly ash foam concrete structure under the action of two natural waves, and one artificial wave at different fortification intensities. The results show that the influence of damping on the natural vibration period and shape value of the structure is within 9.0%. The damping ratio of this structure is 0.059. The maximum interlayer displacement of the structure under the action of bidirectional seismic waves is 25.3 mm. The maximum interlayer displacement angle is 1/493, the torsional displacement ratio is 1.28, and the minimum interlayer shear force is 609 kN. All the calculation results meet the design requirements of “no collapse under strong earthquakes.”

Design of a multi-story steel building according to the Turkish Building Earthquake Codes: TBEC-2007 vs. TBEC-2018

People have built structures to survive and to meet their shelter needs. While buildings had progressed horizontally at first, the increase in population and shrinkage of spaces over time led the construction industry to build multi-story buildings. In the research, the Turkish Building Earthquake Code 2007 (TBEC-2007) and the Turkish Building Earthquake Code 2018 (TBEC-2018) were extensively examined and an 8-story steel business center building having high ductility levels in both directions and consisting of concentrically braced steel frames was designed according to the two earthquake codes. The Equivalent Static Method was utilized while designing according to the codes. For structural elements’ dimensioning, the Regulation on Design, Calculation, and Construction Principles of Steel Structures principles were followed and the Load and Resistance Factor Design Method was utilized. After performing the analyses of the building according to both earthquake codes, the effects of the code differences on the system periods, earthquake loads, lateral displacements, the story drifts, second-order effects, A1 type torsional irregularities, B2 type stiffness irregularities, and dimensioning of the elements were evaluated in detail. It was observed that in TBEC-2018 compared to TBEC-2007, the structure’s coordinates are determined more specifically while identifying the earthquake load, more sensitive soil options are presented, separate calculations according to building height are performed, and base shear forces are smaller. Moreover, it was deduced that there was no significant variance between the codes in terms of calculations of building importance coefficient, natural vibration period, story drifts, and irregularities.

Study of Effective Length Factor of Frame–Core Wall Structure with Cross-Layer Columns

The aim of this study was to examine the effective length factor of frame–core wall structures with cross-layer columns, which are relevant for current high-rise building construction. Using the finite element method, improved inflection point method (D-value method), and GB50017-2017, the study investigated how the height and distribution of cross-layer columns affect the lateral stiffness ratio, natural vibration period, member internal force, maximum interlayer displacement angle, and effective length factor of the column in the frame–core wall structures. However, the force acting in the frame in the weak axis direction that is considered in GB50017-2017 does not reflect the actual mechanical behavior. Therefore, when determining the effective length factor of cross-layer columns, the interaction between the remaining frames’ sub-structure and cross-layer columns is considered and the effective length factor is modified accordingly. A simplified model of a 140 m frame–core wall structure was established for analysis, and it was assumed that rigid links connect the frame and core wall hinged at both ends. The results show that increasing the height and number of cross-layer columns decreased the lateral stiffness ratio of the structure, and increased the maximum interlayer displacement angle and natural vibration period. Furthermore, the effective length factor of the structure decreased with an increase in height and the number of cross-layer columns. The modified effective length factor agrees well with the results obtained by the finite element method. These findings provide a useful reference for calculating the load-carrying capacity of cross-layer columns in engineering.

NUMERICAL STUDY OF THE FLUID DAMPER USED FOR EARTHQUAKE-RESISTANT REINFORCED STRUCTURES

In countries where the earthquake has devastating effects, new buildings should be earthquake-resistant. For this, soil surveys and structure natural vibration frequencies should be considered. In this study, regardless of the ground period, the fluid damper has been modeled numerically to decrease the natural vibration frequency of the structure. In fluid dampers, mechanical energy is converted into heat energy. The fluid damper was exposed to the same structure frequency value during an earthquake of 10, 20, 30, 40, 50, and 60[Formula: see text]s for four different building heights (6–12–18–24[Formula: see text]m) and the temperature and velocity distribution of the fluid damper was examined with the help of the COMSOL multiphysics. The temperature changes in the fluid damper for the 6[Formula: see text]m high building that has the lowest structure natural vibration period (highest frequency) were observed to be the highest. It has been determined that during the vibration, fluid passes through the micro channel between the piston and the outer surface of the fluid damper and reaches high temperatures and velocities because of the viscous heating effect.

Modeling and modal analysis of the structure of long-span transmission tower

The structure of the long-span transmission tower is a typical nonlinear structure with the characteristics of great height, large line span, heavy overall weight and flexible tower body. The current design code only analyzes the traditional tower types, but the analysis of the truss structure of transmission tower is limited. Aiming at improving the design defects of the structure of long-span transmission towers, this paper uses the finite element software APDL to build the three-dimensional finite element model of a long-span transmission tower, to carry out the modal finite element analysis as well as to extract the specific parameters of each modal finite element mode: Modality, Natural frequency of vibration, Periodicity. The results show that the natural vibration period of the main machinery of this type of steel transmission tower is about 0.37–1.37 s; The structure of the long-span transmission tower has certain displacements in six degrees of freedom, in which the value of the X-dimensional displacement is the largest. There are some large displacements and local torsion in the high-order mode, combined with the results of modal analysis, so it is suggested to consider the structural improvement or external reinforcement of the weak parts of the long-span transmission tower.

Seismic Response Analysis of a Large-Span Isolated Structure Equipped with TNRB-DSBs and LRBs

This study focused on comprehensively analyzing the construction, mechanism, and design theory of the Thick Rubber Bearing–Disk Spring Bearing (TNRB-DSB) system, with the aim of evaluating its isolation effect. Mechanical tests were conducted to examine the dynamic characteristics of large-span isolated structures equipped with TNRB-DSBs, and laminated rubber bearings (LRBs), as well as the dynamic responses of non-isolated structures and large-span horizontal isolated structures equipped with natural rubber bearings (NRBs) and LRBs, under various seismic excitations. Finite element software was utilized to compare the behaviors of these structures. The study revealed that the large-span isolated structure equipped with TNRB-DSBs and LRBs had a vertical natural vibration period 1.23 times as long as that of the isolated structure with NRBs and LRBs, and 4.27 times as long as that of the non-isolated structure. The TNRB-DSB system demonstrated good vertical and horizontal isolation capabilities, which compensated for the isolation limitations of other rubber bearings to some extent.

Failures and damages of historical masonry structures induced by 2012 northern and 2016–17 central Italy seismic sequences: Critical issues and new perspectives towards seismic prevention

The work analyses some observed structural criticalities in historical masonry structures emphasized by the seismic events of May 2012, in Emilia, and of August-October 2016, in Central Italy. The causes that brought to different damage scenarios in the historic centres and to the different degree of damage evolution of the buildings, have been investigated, comparing their construction and dynamic features, such as the natural vibration periods of the different construction typologies with the spectral accelerations and the amplification periods distinctive of the seismic events. In particular, starting from the evidence of the damage observed on the built heritage of some of the centres most affected by the two seismic sequences, and from the characteristics of the seismic signals recorded at the considered sites, it is proposed a study which analyses some criticalities, in relation to preventive purposes of the technical standards, specifically with reference to historical constructions. Among the main criticalities highlighted in the present work, it should be noted the remarkable difference between the design spectra and the spectra of the recorded seismic events (real earthquakes), and the circumstance that in reality the constructions generally are interested by more seismic shocks (multi-events) characterized by higher intensities with respect to the ones expected by the building code. Such feature gives rise to a criticality for the operators acting in the emergency phases of rescue and temporary securing, who find themselves operating in high hazardous conditions, due to the high vulnerability of already damaged built heritage induced by the main-shock, and by the high probability (near certainty) that, in the short period, events having intensities and characteristics similar to the main-shock may occur. Moreover, the evolution of the damages, with progressive crumbling associated to global or partial collapses, due to the sequence of shocks (multi-events), which had interested thousands of buildings in the historical centres (and not only) subjected to the seismic sequence, bare witness of criticalities in the preventive approach proposed at national level. The analysis of the criticalities highlighted in the present work allows to envisage an approach which considers for the structures, historical or not, adequate performance requirements with respect to the emergency, temporary and permanent securing phases, accounting for the multi-event seismic context typical of the Italian territory.

Influence of heavy concrete on seismic response of transfer and purging rooms of nuclear power plant

The high-density characteristic of heavy concrete is the main factor affecting its excellent radiation protection performance. The heavy concrete commonly used in the nuclear power plant structure are hematite concrete and barite concrete. Based on the finite element method, the finite element models of three transfer and purging rooms of nuclear power plant were established. The models used C40 ordinary concrete, C40 hematite concrete and C40 barite concrete respectively. Modal analysis and seismic response time history analysis were carried out for the three models to discuss the dynamic response characteristics and seismic performance of the transfer and purging rooms, and to analyze the influence of heavy concrete on the natural vibration characteristics and seismic response of the transfer and purging rooms. The results show that the structural stiffness of the transfer and purging rooms is large, the natural vibration period is short, the response to the ground motion is small, and the structure is still working in an elastic state, and the hematite concrete has little effect on the natural vibration characteristics and seismic response of the transfer and purging rooms, while the barite concrete can significantly prolong the natural vibration period of the transfer and purging rooms and amplify the seismic response of the structure. The structure of transfer and purging rooms has a sufficient safety margin, and the transfer and purging rooms using heavy concrete can fully meet the requirements of structural seismic performance.

Effect of Clamp Deletion on Static Behavior and Dynamic Characteristics of Loop-Free Cable Net Structures

The loop-free single-layer hyperbolic cable net structure (LSHCS) is a new tensile cable structure for buildings, and it can overcome the disadvantages of key elements and the high tension in tensile cable structures with loop cables. The imperfection of the LSHCS is that cable clamps near the inside boundary are redundant. In this paper, the static behavior and dynamic characteristics of thirty-one schemes in five levels of deleting cable clamps are carried out with ANSYS software and Midas/Gen software. The results show that SE1/1, SE2/1, SE3/1, and SE4/1 are the best cable clamp deleting schemes for their respective levels. Displacements are the most sensitive to deleting cable clamps, the natural vibration period comes in second, and tensions are not sensitive with the growth rates of 6.09%, 5.11%, 15.97%, and 19.28% in the best scheme of each level. It is concluded that schemes involving the virtual rings of cable clamps closest to the inside boundary cause the smallest effect on static behavior and dynamic characteristics. Deleting the cable clamps affects the structural stiffness significantly, but the bearing capacity is not seriously affected. It turns out that removing redundant cable clamps in the dense part of the LSHCS is feasible.

Investigation on Seismic Performance of the Fully Assembled Steel Frame Applying Beam-Column Joints with Replaceable Energy-Dissipating Elements

Based on the application of a beam-column joint with replaceable energy-dissipating elements and hinged beam-column proposed by the author, the seismic performance of a fully assembled steel frame with this joint was investigated in this paper. Through two projects of a traditional steel frame (TSF) and an assembled steel frame applying beam-column joints with replaceable energy-dissipating elements (ASFWREE) and their numerical simulation calculation by SAP2000, the main structural design indicators such as natural vibration period, period ratio, mass participation coefficient, base shear force, inter-story displacement angle, rigid-weight ratio, and shear-weight ratio of two frames under frequent earthquake, and their influence factors were compared and analyzed. By carrying out the elastic–plastic dynamic time–history analysis of two projects under a rare earthquake, the maximum inter-story displacement angle, base shear force, stiffness between floors, maximum vertex displacement, and the occurrence sequence and distribution of plastic hinges of the two items were compared. The results show that the deformation of ASFWREE had the characteristics of the shear deformation of TSF and the deviation of the natural vibration period was less than 5% when the ratio of the linear stiffness of the energy-dissipating element to the steel beam was approximately 0.8, the ratio of horizontal length to span was about 0.25, which was close to the strength grade of the steel beam. The seismic performance under the rare earthquake was close to or higher to that of the TSF, can ensure that the beam and column are not damaged, and the structure does not collapse. The failure mode of the ASFWREE is consistent with the experimental research of the beam-column joints.

Modal P-delta – método no lineal geométrico simplificado mediante el uso del análisis modal y de pandeo

Abstract Recent works show that in structures, there is a relationship between the natural period of vibration and global second-order effects. This relationship occurs because both depend on the stiffness matrix and the mass matrix of the structure. In this work, a non-linear geometric method - modal P-delta – is proposed that takes advantage of the relationship between the dynamic parameters and the non-linear effects. The methodology establishes an association between the buckling instability modes and the structural vibration modes. An interpolation of the vibration modes without axial loading and vibration modes with critical axial loading is proposed to approximate the vibration modes and frequencies of the loaded structure. In this way, through a simple formulation, the vibration modes and the natural frequencies of the loaded structure can be used to evaluate the displacements of the structures including the non-linear effects. Several numerical examples were simulated in regular structures in the plane, such as a free-fixed column and a plane frame with two different loading configurations. The results generated with the modal P-delta method provide information about the nonlinear behavior of the pre-buckling equilibrium path. These results are different from the findings in the literature, where the relationship between dynamic parameters and non-linear effects is used as a simple indicator or amplification factors to determine non-linear effects. Furthermore, our results indicate that the modal P-delta reduces the computational time spent considerably compared to the traditional P-delta iterative method.

Development of safety methods on artificial structures of railway lines

The numerous cases of deformation of technogenic objects in the transport industry under increasing axial loads and speeds of motion aggravate the need to solve the problems of early recognition of the nature and causes of deformations of structural elements. The need for this is due to the fact that destructions and accidents, resulting from deformation processes, cause enormous economic, social and environmental damage, incomparable with the funds spent on protective measures. The object of the study in the article is a railway trestle, consisting of two spans of a ribbed reinforced concrete beam. Determination of the residual resource in terms of bearing capacity and load-carrying capacity of the railway trestle is the main task. The authors have obtained bending deformations (stresses), frequencies of natural vibrations and operating modes of structures of railway trestle spans. The damage degree of the railway overpass spans structures may also be judged by the deviation of the calculated values of the amplitude-phase-frequency characteristics (AFFR) from the standard values. The peculiarity of this research is the fact, that the natural frequencies of railway overpass vibrations are determined either by «tails» of experimental vibrograms (oscillograms) after the load release from the span structure. During the express-diagnostics of railway overpasses, the relative deformations (stresses) of girder spans in the middle of the span, the first frequency (period) of natural vibrations of girder reinforced concrete spans of railway overpasses are used as parameters characterizing the technical condition of the spans. The results of tests and examinations of overpasses to ensure their safe operation have been given

The Effect of the Yield Strength Coefficient and Natural Vibration Period on the Damage Potential Ranking of Ground Motions

To analyze the effect of structural parameters on the damage potential ranking of ground motions, the effect of the yield strength coefficient (Cy) and natural vibration period (T) on the damage potential ranking of ground motions is analyzed based on the bilinear model and the modified Clough model, which are the most commonly used hysteretic models in structural dynamic analysis. The displacement response (Sd) spectrum under nonlinear conditions is taken as the damage potential intensity measure (IM) of ground motions, and the effect of the Cy and T on the Sd mean spectrum is also analyzed for comparative analysis. The results show that: (1) in the short-period range, Cy has a great effect on the displacement response ranking. On the other hand, in the medium- and long-period ranges, Cy has little effect on the Sd ranking; (2) with the change of T in medium- and long-period ranges, the variation of Sd values is obvious when the change of T is small, but the variation of Sd ranking is very small. This conclusion can provide a theoretical basis for evaluating the damage potential of ground motions and selecting input ground motions.

Experimental Investigation of the Coupling Effect of Jackup Offshore Platforms, Towers, and Seabed Foundations under Waves of Large Wave Height

A large number of jackup offshore platforms with towers are widely applied in ocean engineering. The dynamic response of the platforms to waves of large wave height is critical, as such waves may cause platform accidents, property damage, and casualties. Therefore, it is important to investigate the coupling effect of jackup offshore platform, towers and seabed foundations under waves of large wave height. In this study, the coupling effect of offshore platforms, tower structures, and seabed foundations under the impact of waves of large wave height was studied via a physical flume model test. The experimental results show that the impact of waves of large wave height on the platforms is significant when the wave is blocked by the platform surface as the water body gathers under the platform surface, causing a pile group effect that results in the onshore piles being subjected to larger pressures than the front ones. The combined action of wave impact and pile leg squeezing force leads to an increase in the pore pressure of the foundation bed near the pile leg, and the soil near the pile leg becomes soft, revealing the mechanism of instability of the offshore platform’s pile foundation under waves of large wave height. The acceleration of the longitudinal movement of the platform increases under waves of large wave height, and the vortex-induced vibration of the platform includes the vibration along the direction of the wave and perpendicular to it. A coupled vibration effect between the tower structure and the platform occurs under waves of large wave height, reducing the vibration of the platform itself. Furthermore, damping members are installed on the tower structure, greatly reducing the natural vibration period and the motion response of the tower structure. This study provides significant enlightenment for the design of offshore platforms with towers to protect against waves of large wave height.

Study on Seismic Response of Staggered Story Isolated Structure Under Long-period Earthquake

The staggered story isolated structure is a new type of isolated structure developed from the base isolated structure. It has great isolation performance under ordinary earthquakes. However, the problem of long-period earthquakes exists in many areas. The prolongation of the natural vibration period of the structure and the resonance caused by the low-frequency part of the long-period earthquakes should not be ignored. The research on the response of the staggered story isolated structure under the long-period earthquake is not perfect. Two finite element models of staggered story isolated structure were established and non-linear time-history response analysis were carried out under ordinary earthquakes and long-period earthquakes, which including near-fault pulse-type long-period earthquakes and far-field harmonic-like long-period earthquakes. Results show that the natural vibration period of the staggered story isolated structure is prolonged, the seismic response is reduced. Under long-period earthquakes, the story drift angle, bearing displacement, story shear, plastic hinges and stress damage of staggered story isolated structure are partly larger than those of ordinary earthquakes. Under the far-field harmonic-like earthquakes, isolation performance is significantly different from those under the near-fault pulse-type earthquakes. And there are significant differences between the two models. The structure has the characteristics of vertically irregular structures and the weak position of the structure is located near the isolation layer, so more attention should be paid to the project.

Free vibration and stability of a fully submerged pipe aspirating water: An experiment and new physical insights

Dynamic stability due to internal axial flow is a considerable problem for a pipe conveying fluid such as deep seawater intaking for an Ocean Thermal Energy Conversion (OTEC) plant. However, there has been much ambiguity about its dynamics, and this raises a question about whether such an aspirating pipe submerged in water flutters or not. Therefore, the objective of this paper is to provide an experiment to take a new look at the dynamics of pipe aspirating fluid (water). The experimental apparatus is constructed to eliminate expected disturbances, and we measure free damped vibrations of a submerged 4 m length pipe with internal flow. As a result, we observe the nonlinear and non-planar behavior, however, the pipe converges to the zero point and remains stable at a maximum velocity of 1.66 m/s. Subsequently, we review existing theoretical models, and present a comparison with the results from the tank experiment. In addition, we provide a new model of the inlet flow field, which plays an important role on stability, considering the flow separation and jet formed inside of the pipe entrance. This equation is solved by FEM for time integration and eigenvalue analysis, and the results seem to reproduce the experimental natural period and amplitude of the free vibration with internal flow. The model also suggests that an aspirating pipe submerged in water does not flutter up to the maximum flow velocity attainable in the experiment.

Experimental study of deep-burial underground structures subjected to multiple 45° side–top far-field explosions

A deeply buried straight-walled round-arch structure in a rock medium is taken as the research object in this study. Model tests of the underground structure subjected to multiple 45° side–top far-field explosions, with a scale of 1:20 and a proportional explosion distance of 1.68, are designed and carried out to study the dynamic responses, failure modes and damage mechanisms of the deep-burial underground structure after ground shocks induced by explosions. The macroscopic phenomena and measured data of the tests are reported and analyzed. The results show that after the first explosion and the second explosion, the surface of the surrounding rock model and the reserved charging port are seriously damaged. In contrast, the damage to the underground structure is relatively slight. The overall structure produces downward-bending deformation, and an axial crack occurs on the inner surface of the vault. The peak accelerations of the underground structure after the explosions are significant, with values reaching 2400 g, and the corresponding prototype value can exceed 120 g. After the first explosion, the damage to the upper part of the surrounding rock and the axial crack at the vault lead to a decrease in local stiffness. The crushed areas and cracks of the surrounding rock formed by the first explosion intensify the attenuation and leakage of shock wave energy during the second explosion, resulting in reductions in the ground shock pressure on the structure, the structural strain and the acceleration response. It is also found that on the floor of the prototype structure, the maximum spectral acceleration in the range of the natural vibration period of the human body exceeds 10 g, which poses a safety threat to the usage of underground structures. The research results in this study provide an experimental reference for the anti-explosion design of deeply buried underground structures and provide a basis for the establishment of performance and vulnerability indicators for straight wall round arch underground structures subjected to far-field explosions.

Seismic analysis of a base-isolated reinforced concrete frame using high damping rubber bearings considering hardening characteristics and bidirectional coupling effect

High damping rubber bearings (HDRBs) are commonly used in base isolation systems, which can protect the structures from heavy earthquake damage by elongating natural vibration periods of the structures and improving the energy dissipation capacity of the systems. For the HDRBs, the stiffness hardening effect is exhibited at large shear strain, which is favorable to control the displacement of the bearings. Meanwhile, the horizontal hysteretic behavior in the two orthogonal directions is coupled and related to the path history. Here, the influence of the stiffness hardening and bidirectional coupling effects of the bearings on the seismic responses of the isolation system is studied. The full-scale quasistatic cyclic tests of two HDRB specimens with different dimensions were carried out under unidirectional and bidirectional loads. In the numerical analysis, the DHI and the classical Bouc-Wen model are used to simulate the hysteretic behavior of the HDRBs, in which the DHI model can capture the increased damping and stiffness, and bidirectional coupling properties. The parameters of both bearing models are determined according to the test results. Time-history analyses of a six-story reinforced concrete (RC) frame building with an HDRB isolation system are carried out for a suite of earthquake ground motions. The influence on seismic response of superstructure and isolation layer is analyzed with or without considering the hardening effect and bidirectional coupling effect of HDRBs. The results demonstrate that with consideration of the stiffness hardening and coupling effects, the peak responses of the superstructure significantly increase under high-intensity earthquakes. The analytical results suggest that the stiffness hardening and the effect of bidirectional coupling of the HDRBs should be considered in the design for HDRB isolation systems.