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The paper presents the structural analysis and critical evaluation of the modelling process of a high‐bay cold storage warehouse structure, which is a clad rack structure, composed of cold‐formed steel members, with different profile shapes and thicknesses. A major issue of the global structural analyses of these types of steel structures is the mixed application of design rules since the design is governed by racking structural rules, seismic design rules and cold‐formed steel design rules. To manage this problem, the structure's spatial model was divided into characteristic partial models, and spring supports were used to make the behavior of the partial models more realistic. The influence of the gravity loads (self‐weight, show), horizontal loads (wind and seismic action), geometrical imperfections, and loads induced by the temperature variation on the structure was investigated in the structural design. Even the wind actions resulted as dominant, some uncertainties related to the seismic analysis of these structures are presented in the paper. [ABSTRACT FROM AUTHOR]

Currently, most of methodologies available to evaluate the seismic performance of buildings use as index maximum interstory drifts. However, recent earthquakes have evidenced the need to develop performance levels that incorporate seismic resilience concepts to evaluate the level of post-seismic functionality of buildings and their capacity to recover functionality. Furthermore, such performance levels should explicitly consider the performance of structural, non-structural elements and contents. For this purpose, this paper proposes a set of six performance limit states for office-type buildings, in which the seismic performance of structural, non-structural elements and contents is explicitly considered. Each of these limit states is associated with a set of probable events that generically determine its recovery of functionality (e.g., post-seismic inspection and management of financial resources). To exemplify the proposed scheme a seven-story reinforced concrete building with unreinforced infill masonry walls and located in Mexico City is evaluated. The results obtained suggest that the building has a significant probability of experiencing loss of functionality due to the damage suffered mainly by the non-structural elements and contents. This indicates that modern seismic design codes, as that used for this study, accomplish their main objective, which is to reduce the probability of collapse and to prevent the loss of human lives. However, these results also demonstrate that the main objective of decision makers when designing such buildings, which is to be functional for one or several needs, is not achieved. [ABSTRACT FROM AUTHOR]

Self-centering shear wall systems (SCSWSs) exhibit superior seismic capacities with low-damage and self-centering features. However, the cumulative effect under long duration earthquakes would diminish robustness of the system and lead to increased unrecoverable damage. Thus, it should be considered in seismic designs for SCSWSs. This paper applies an energy-based design procedure (EBDP) to SCSWSs in accordance with the Chinese code. A step-by-step design procedure is presented to conduct multi-level designs for SCSWSs using EBDP, while detailed explanations are elaborated corresponding to SCSWS features. A design example is presented to verify the applicability of the EBDP in SCSWSs. The performance of the designed SCSWS is then assessed and compared with a SCSWS designed by the direct displacement-based design method. Results show that the EBDP designed structure has 13% enhanced strength capacity with better controllability in the damage development. The damage index equaling to 0.35 and 0.46 are quantified with two groups of earthquakes, which consists with the performance demands. In addition, deformations are in good agreement with the design objectives, implying reasonable application of the EBDP in SCSWSs. [ABSTRACT FROM AUTHOR]

In order to improve the communication performance between different equipment in the seismic detection system, a wireless network system with MIMO (Multiple Input and Multiple Output) characteristics was designed and applied in the paper. On the basis of 5G communication, a new data conversion and transmission model was built, which can improve the rate of signal transmission and reduce the bit error rate and power consumption. For the purpose of power optimization, the overall framework of the network system was improved, of which power characteristics and performance were verified. The conjugate beam was normalized, and the cumulative distribution function under different downlink rates was obtained based on the maximum minimum power control scheme. In order to verify the energy-saving effect of the design, the ADC (Analog-to-Digital Conversion) power model is introduced. Through simulation analysis, the change rules of spectrum efficiency and energy efficiency under different network nodes were obtained. The results show that the normalized conjugate beam can be less affected by the transmission nodes, and the power control is more reliable under the same conditions. The research and application of this subject can significantly improve the wireless communication performance of the seismic monitoring system, reduce the power consumption of network equipment, improve the data transmission efficiency, and provide strong technical support for seismic prediction and data analysis. Through the test of artificial earthquake, it is verified that the communication scheme designed in this paper has higher transmission efficiency and lower bit error rate, and is very suitable for the long-distance transmission of seismic signals. [ABSTRACT FROM AUTHOR]

This paper presents the results of an experimental program involving shake table testing of two full-scale reinforced concrete frame buildings. These tests were conducted to investigate the effectiveness and reliability of a newly proposed servo-hydraulic Active Mass Damper (AMD) that can be designed to enhance the target seismic performance of a building at multiple earthquake intensity levels. The two nominally identical case-study buildings were intentionally designed to exhibit a "soft story" mechanism at the first level when subject to ground shaking of sufficient intensity, but one was equipped with the newly proposed AMD, installed on the roof. The two specimens were then subject to the same loading protocol consisting of a ground shaking sequence of varying intensity, with the seismic input consisting of a selected natural ground motion.The experimental results demonstrated that the proposed AMD is extremely effective at enhancing building seismic performance. Specifically, the AMD provided peak displacement reductions in the order of 70% and was shown capable of absorbing more than 60% of the total input energy. As a consequence, the un-retrofitted structure suffered nontrivial structural and non-structural damage, while the AMD-retrofitted building remained virtually undamaged at all shaking intensities considered. [ABSTRACT FROM AUTHOR]

Composite plate shear walls/concrete-filled (C-PSW/CFs), also known as SpeedCore systems, are a relatively new structural member in American codes and standards. Prior research has focused primarily on C-PSW/CF walls with either flange/closure plates or filled composite members as boundary elements. Walls without boundary elements have also been studied, but they are no longer permitted by the American Institute of Steel Construction (AISC 341-22). The reason is that composite walls without boundary elements do not provide adequate ductility for seismic design. This paper presents the results of experimental and numerical studies conducted to evaluate the cyclic lateral load behavior of C-PSW/CFs using hot-rolled structural steel members as boundary elements. The steel web plates of the C-PSW/CF specimens were connected to each other using threaded tie bars with double nut connections. Composite interaction between the steel and concrete infill was achieved using the tie bars and additional shear studs welded to the boundary elements. The composite walls were embedded and anchored to reinforced concrete foundation blocks using welded deformed bar anchors. The experimental investigations focused on the cyclic lateral load-drift responses including test observations and limit states, moment-rotation response of the plastic hinge and the section moment-curvature relationship, overall lateral stiffness, strength, and displacement ductility. The experimental results show that the specimens exceeded their nominal flexural capacities calculated using the plastic stress distribution method or fiber-based section modeling using measured material properties. The specimens had plastic hinge rotation capacity greater than 0.028 rad. and displacement ductility ratio greater than 5.2. Detailed 3D nonlinear inelastic finite element models and simpler fiber-based macro models of the tested specimens were developed and benchmarked using experimental results. The detailed 3D finite element models can reasonably simulate the global and local behavior of the specimens, and are recommended for conducting further parametric studies of composite wall design details. Simpler fiber-based macro models can efficiently simulate the cyclic lateral load behavior of the specimens, and are recommended for modeling C-PSW/CFs while simulating the behavior of multi-story building structures. [ABSTRACT FROM AUTHOR]

This paper describes the relationship between bedrock depth (D) and site fundamental frequency (f0) in the Nakdonggang delta region in the southeastern part of the Korean peninsula. We collected borehole logs to confirm the thickness of the sediments and estimated the f0 at over 200 locations across the delta using the horizontal-to-vertical spectral ratio (HVSR) method. We developed an f0 map of the study area by spatially interpolating the f0 values using the Ordinary Kriging method. The bedrock depth in the main delta showed a power-law dependence on the f0. The derived f0–D model predicted much shallower bedrock depths compared with similar studies from other parts of the world. This was attributed to the fact that the Nakdonggang delta region is composed of relatively low Vs Holocene sediments. With an f0 map, the derived model could enable a quick estimation of the bedrock depth, which could help to determine the site class in the Nakdonggang delta region according to the Korean Seismic Design Standard (KDS 17 10 00). [ABSTRACT FROM AUTHOR]

The aim of this paper is to present a performance-based method to estimate uniform risk spectra (URS) for the seismic design and assessment of structures. These spectra, computed with the proposed methodology, provide the lateral capacity (in terms of spectral acceleration) that should be given to a structure, characterized by a reference single degree of freedom system, to achieve a predetermined exceedance rate of economic loss. This procedure involves the seismic hazard assessment necessary to define a seismic design level consistent with the accepted loss value, using a large enough number of synthetic seismic records of several magnitudes, which were obtained by means of an improved empirical Green function method. The statistics of the expected losses of a reference single degree of freedom system are obtained using Monte Carlo simulation, considering the seismic demand and the lateral strength of the structure as random variables. The method is divided into two main stages: (1) definition of the seismic hazard at the site of interest and (2) the probabilistic analysis of the seismic performance in terms of an economical loss ratio of nonlinear SDOF. To illustrate the proposed methodology and, subsequently, to validate it, a URS was computed for a site located in the Mexico City lake-bed zone, and its use in the design of three reinforced concrete frames is shown. The results show that the proposed spectra provide a sufficient approximation between the seismic risk level considered in the seismic design and that of the designed structure. It is concluded that the proposed procedure is a significant improvement over others considered in the literature and a useful research tool for the further development of risk-based earthquake engineering. [ABSTRACT FROM AUTHOR]

The seismic design of structures is crucial for preventing structural collapse and safeguarding human lives. Buckling-restrained braces (BRBs) have emerged as effective seismic protection devices due to their high stiffness, strength, and exceptional energy absorption capabilities. Typically, a conventional BRB consists of a steel core surrounded by concrete-filled steel tubes, with a separation mechanism ensuring axial-only deformation of the core. However, researchers have been increasingly focusing on developing innovative BRB designs with enhanced performance, incorporating different materials and configurations. This paper presents a comprehensive analysis of the development of novel BRBs introduced in the past 15 years. A systematic review approach is adopted, and the selected articles are categorized based on the shapes, materials, and compositions of the BRB components. Although carbon steel has been widely used in numerous studies, its susceptibility to corrosion and its potential impact on the hysteretic behavior of BRBs remain unexplored. Consequently, future research prospects are identified, highlighting the significance of employing anti-corrosive materials in fabricating BRBs to ensure their stable seismic performance under harsh environmental conditions. Investigating novel materials and configurations can lead to the creation of more robust and corrosion-resistant BRBs, thus enhancing the safety and longevity of structures in earthquake-prone areas. [ABSTRACT FROM AUTHOR]

Tennessee has been known as The Volunteer State since the War of 1812 when thousands of Tennesseans enlisted in response to Governor Blount's call for volunteers. Similarly, the state of Tennessee recently adopted the International Building Code, 2012 Edition, without amendments, expecting its exempt counties and cities to voluntarily follow suit. The seismic design sections in building codes have been one of the most controversial sections in code adoption and implementation with many voluntary adopters trying to amend seismic sections or eliminate them entirely. This is due to the lack of earthquake occurrences and the perceived cost of seismic design, an ongoing problem in the central and eastern United States for at least the last 50 years. However, although not a technical paper, this paper discusses the history of seismicity and seismic design/assessment, i.e., earthquakes and earthquake engineering in Tennessee, even before seismic design was accepted and implemented in Tennessee building codes. The paper discusses many issues that have arisen when (1) determining the seismic hazard, (2) developing the seismic designs of new structures, systems, and components (building design issues), and (3) conducting seismic assessments of existing structures, systems, and components. [ABSTRACT FROM AUTHOR]

It is generally a known fact that as students come to the final year of their degree programme, they get involved in many other activities which are required for defining their future career. This sometimes lead to lesser attention in teaching-learning which has adverse affects when some unavoidable important course are to be taught only in the final semester after completing all the prerequisite requirements in the preceding semesters. This paper recommends the use of a set of innovative evaluation methods like technical quiz, seminar, mini-project and research based article writing with their appropriate weightage for calculating the internal continuous assessment instead of having only single mode of written test as practiced in conventional system. A study was carried out involving 80 students of IV year Civil Engineering in the course 'Earthquake Resistant Design of Structures'. Students were asked to give seminars in which they were tested on ability to comprehensively present and communicate the technical details. The published research articles were analysed by the students to identify the newer methods and software used. Students also got to work on a mini project at a lab scale level. The slow learners and medium learners did a much better performance in conducting projects showing increased interest in the course. The study reveals that student involvement should be retained in innovative ways till the last semester of their degree programme which has many tangible and intangible advantages in enhancing the competence of the students. [ABSTRACT FROM AUTHOR]

The paper presents an assessment approach based on non-destructive and temporary vibration monitoring methods of a reinforced concrete building which is to be structurally and thermally rehabilitated. These methods are in according to the Romanian Code for Seismic Design of Building, Part 3 - Building Assessment, SR EN 1998-3:2008. The results related on dynamic characteristics of this building obtained by ambient vibration monitoring with a data acquisition system are presented. Also, a solution for the thermal insulation of the building is presented, as well as some results obtained from fire testing of this type of system. Where it is not possible to obtain correct information regarding the behaviour of a structural system, due to the lack of data needed to create a reliable model, the contribution of each presented method is consistent, using the advantages of non-destructive methods, ambient vibration monitoring and modal analysis. It is a current internationally practice, with a certain confidence. [ABSTRACT FROM AUTHOR]

This paper is a review of our work, an experimental study and simulation of seismic fields in volcanic structures using vibrators as sources of elastic waves. We review the results of experimental studies of mud volcanoes carried out by the Institute of Computational Mathematics and Mathematical Geophysics (ICM&MG) of the Siberian Branch (SB), Russian Academy of Sciences (RAS); by the Institute of Physics of the Earth (IPE), RAS; and by the Kuban State University in the Taman mud-volcanic province using vibrators. We have carried out mathematical simulation in heterogeneous geophysical media to refine the information on the structure of the object under investigation, as well as on the distinguishing features of the seismic field. We have developed a mathematical approach to deal with the simulation of vibroseismic probing of mud volcanoes with arbitrary geometries incorporating knowledge of deep-seated faults, overlapping layers, and so on. Numerical techniques were used to solve sets of equations in elasticity theory and to develop parallel algorithms, program packages, as well as carrying out numerical experiments in high-performance computational systems. We present results from calculations of the seismic field for the source zone of the Shugo mud volcano. This paper describes 3D and 2D geophysical models developed for this study and the results of simulation for the seismic field of the Karabetova Gora mud volcano and for the Elbrus magmatic volcano. It is shown that the approach developed here using active vibroseismic techniques can be successfully used in practice to refine the seismic field, the deep structure of geophysical models, and to study the effects exerted by the geometry of a magma chamber and by the presence of erupting channels on data acquired by an observation system on the ground surface. These studies prove that vibroseismic sources with high accuracies of periodic excitation can be used to study volcanic structures and to conduct active monitoring of volcanic activity. [ABSTRACT FROM AUTHOR]

The paper addresses the investigation of the dynamic characteristics of a case study, the Egyptian church of Abu serga. To this aim some in situ investigations have been conducted and related results are discussed. The paper presents interesting and innovative aspects, mainly related to the characteristics of the church investigated, covering a lack of knowledge in the scientific literature due to the typology of the church. The integrated geotechnical and geophysical investigation techniques assessed the level of seismic and other geo-environmental risks that Abu serga church suffers from. It suffers multiple Geo-environmental hazards. The main objectives of this pilot study are as follows: (1) Identifying the shear velocity Vs analysis profile of the subsoil and also the resonant frequency of soil and the historical building of Abu serga church using ambient noise recordings (microtremors) to assess the level of seismic and other geo-environmental hazards. (2) Understanding the damage to the historic building caused by the recent earthquakes. (3) Offering technical support and advice on intervention retrofitting for the historic damaged structure. In this study, ambient noise recordings have been processed through horizontal to vertical spectral ratios to examine the main frequencies and to examine whether the building has its main frequency close to that of the soil in order to identify potential resonance phenomena. Numerous ambient noise recordings were recorded on the soil, in the basement, and at each floor of the buildings. This study suggests moderate level of earthquake activity at Abu serga church and is in a good agreement with the fact that "Egypt is a part of the stable African Shield", but the existence of old structures such as the Abu serga church may reduce the ability to resist any earthquake shaking. [ABSTRACT FROM AUTHOR]

Purpose: The novel metallic damper device for passive vibration control of structures, which is designed primarily for seismic protection of buildings, is described in this paper. It consists of the base plate, fixed into foundation, with two concentric cycles of vertical components and a middle steel activating plate anchored to the isolated structure. During an earthquake, the middle steel activating plate moves together with main structure causing bending of vertical components. Seismic energy is absorbed due to plastic deformation of the vertical components of the damper. The performance of various vertical components, the key elements of the novel damper is studied in this paper. The advantages of this type of damper reflect in its ability to adapt its own features depending on the intensity of the earthquake and that it has equivalent characteristics in every horizontal direction due to rotational symmetry. Methods: Sixteen experimental tests of the vertical components of the damper, were conducted to obtain their hysteretic behaviour. Numerical models using the finite element method and the Abaqus/Standard software were developed, validated and verified with experimentally obtained results. Results: The experimental results show significant energy absorption of the vertical components of the novel damper. Numerical models can be used in further research instead of expensive experimental tests. Conclusions: The vertical components of the novel damper possess extraordinary hysteretic performance. If the components of the energy dissipation device are properly designed for maximum displacements, the device is not expected to suffer heavy damage or total failure during earthquakes. [ABSTRACT FROM AUTHOR]

A new type of light steel-wood-plastic residential structure in rural has popular in recent years in rural Yunnan, China. The application of light steel, wood, and new plastic materials in practical engineering is gradually increasing due to its advantages of green ecology and waste utilization, and its response characteristics under earthquakes have attracted great attention. In this paper, seismic-resistant models, seismic-isolated models, and seismic-damped models for multistorey light steel-wood-plastic structures were established using the SAP2000 finite element software based on different seismic response methods. The seismic-isolated model is divided into five schemes, namely, LRB400, LRB500, LRB600, high damped, and friction pendulum-isolated bearings, and the seismic-damped model is divided into three schemes, namely, ordinary bracing, soft-steel bracing, and BRB bracing at the same locations around the 2nd floor of the building. Nonlinear time analysis was carried out for the nine schemes, comparing the period, structural interstorey displacement, base shear, top displacement, top acceleration, and economy of the structure under the action of an 8-degree earthquake. Results show that the period of the seismic-isolated system increased by approximately 130% compared to the seismic-resistant system, and the period of the damped system decreased slightly compared to the seismic system, the interstorey displacement, base shear, and top acceleration of both the seismic-isolated system and the damped system were smaller than those of the seismic-resistant system, and the seismic-isolated system decreased by approximately 40% compared to the damped system, and the seismic-isolated system was more effective than the damped system. From the comparison of postearthquake damage cost and full-cycle cost, the economic performance of the seismic-isolated structure is better than that of the damped and seismic-resistant structures. The conclusions of this paper can provide a scientific reference for promoting the use of new light steel-wood-plastic residential buildings. [ABSTRACT FROM AUTHOR]

This paper proposes a procedure to design low‐rise base‐isolated structures achieving a specific target level of earthquake‐induced loss (e.g., dollars, downtime) while complying with a predefined minimum level of structural reliability. The procedure is "direct" since the target loss is specified at the first step of the process, and virtually no design iterations are required. Direct loss‐based design (DLBD) is enabled by a simplified loss assessment module involving: (1) surrogate probabilistic seismic demand models representing the probability distribution of peak horizontal displacements and accelerations on top of the isolation layer conditional on different ground‐motion intensity levels; (2) approximations of the superstructure response; (3) simplified consequence models for isolation system and superstructure based on damage‐to‐loss ratios (economic loss or repair time); (4) simplified consequence models for acceleration‐ and drift‐sensitive non‐structural components, based on storey loss functions of a potential inventory of components. Given some basic geometrical parameters of the superstructure, DLBD provides the isolation system's force‐displacement curve and the required superstructure's strength complying with a selected loss target. The members' structural detailing follows the principles of direct displacement‐based design, sectional analysis, and the general theory of base isolation. The procedure is illustrated by designing six reinforced concrete wall buildings (two‐, three‐, and four‐storeys) base isolated with lead rubber bearings, to achieve predefined targets of expected repair time. Repair time is benchmarked against a more refined method adopting a cloud‐based non‐linear time history analysis, finding a maximum underestimation of 17%, thus confirming the dependability of DLBD. Such error is almost entirely attributable to the simplified estimation of peak floor accelerations, and it could be potentially eliminated by refining such estimation. [ABSTRACT FROM AUTHOR]

The steel plate shear walls (SPSWs) have been proven effective in reinforced concrete frames (RCFs) as a lateral force‐resistant structure. Despite of advancements, accurately predicting the ultimate shear capacity of RCFs with SPSWs remains challenging using current simplified models. Additionally, the flexural capacity design procedure for the boundary elements (beams and columns) in previous studies of RCF‐SPSWs involved intricate iterative procedures, hindering its widespread implementation. To address the two issues, this paper investigates the pushover responses and the plate‐frame interaction (PFI) of an RCF‐SPSWs system using theoretical and numerical methods. There are three main contributions. First, a theoretical model of ultimate shear capacity for RCF‐SPSWs is proposed, which can also be used to predict shear contributions of boundary frames in RCF‐SPSWs. Calculation errors for ultimate shear capacity of RCF‐SPSWs and shear contribution from the boundary frame are only 3.7% and 6.7% respectively, which are reduced dramatically compared with the traditional model. A simplified schematic diagram for the global collapse mechanism (uniform distribution of plastic hinges within a structure) of RCF‐SPSWs is developed to facilitate the calculation of internal work and reaction forces. Secondly, a flexural capacity design method for the boundary elements to avoid in‐span plastic hinges is proposed. The proposed method enables the achievement of direct estimation of the flexural demands that could trigger a global collapse mechanism, all without intricate iterative procedures. The applicability of current assumptions for the design of steel boundary frame in RCF‐SPSWs system is discussed, and engineering suggestions are provided to ensure safer and more economic designs. Comparison results confirmed the applicability of the proposed design method, which can be adopted to achieve the global collapse mechanism for RCF‐SPSW system. Thirdly, impacts of yielding panel actions on the flexural capacity of boundary elements of RCF‐SPSWs are clarified. Comparison results demonstrated that adding SPSWs to an RCF alters the axial force on boundary elements and significantly impacts the flexural capacity. A design suggestion is made to emphasize the importance of avoiding the balanced failure of boundary elements. The proposed theoretical model can be used to economize the cross‐section of boundary elements in RCF‐SPSWs system under seismic loads due to accurate prediction of their shear contribution; the proposed flexural capacity design method can achieve a global collapse mechanism, and thus the structural safety and energy dissipation capacity are improved; moreover, the building design efficiency is also improved due to avoidance of intricate iterative procedures. [ABSTRACT FROM AUTHOR]

The article discusses papers published within the issue including "Hidden Brick Bond," "Analytical Investigation of Potential Seismic Damage to a Skewed Bridge" and "Seismic Base Isolation for Buildings in regions of Low to Moderate Seismicity."

Summary An innovative hybrid coupled wall system consists of reinforced concrete (RC) wall piers connected with replaceable steel coupling beams (RSCBs) throughout their height. The RSCBs are designed with a central "fuse" shear link connected to steel beam segments at both ends, which are capacity designed to remain elastic. During a damaging earthquake, the fuse shear links yield and dissipate seismic energy, and once damaged, they can be easily replaced due to specialized link‐to‐beam connection details. Therefore, this system is expected to provide enhanced seismic performance over a conventional RC coupled wall system, particularly in terms of repair costs and time after damaging earthquakes. This paper presents an overview of seismic design considerations of this new system, which is intended as a guide for design practitioners to adopt the system. Design procedure of this system is first summarized, followed by description of the coupling ratio selection, member sizing, connection detailing, and modeling recommendations of the system. Furthermore, an analytical case study for a high‐rise building is presented to highlight the benefit of using this system for enhancement to overall building performance. In the end, this paper presents a few real‐world applications of RSCBs in super‐tall buildings in China. [ABSTRACT FROM AUTHOR]

The purpose of this paper is to justify that it is necessary to take account of physical and mechanical properties of soil and different materials of erected structure for damping vibrations in dynamic loads; to suggest tools for modelling the damping effect (natural or engineering induced) between foundation and soil. Certain technique is suggested for modelling behaviour of structure in time history analysis with account of material damping. In the software, the damping effect is modelled in two variants: Rayleigh damping (for structure) and finite element of viscous damping. When solving this problem, the following results were obtained: physical meaning of material damping is described; Rayleigh damping coefficients were computed through modal damping coefficients. Numerical analysis is carried out for the structure together with soil in earthquake load using developed FE of viscous damping. Time history analysis was carried out for the problem. Peak values of displacement, speed and acceleration at the floor levels were compared. Analysis results are compared (with and without account of material damping). Significant influence of damping on the stress-strain state of the structure is confirmed. Scientific novelty of the paper is in the following: the damping effect is proved to happen regardless of the presence of installed structural damping equipment; technique for account of damping with Rayleigh damping coefficients is developed; new damping element is developed - FE of viscous damping (FE 62), its behaviour is described as linear mathematical model. Practical implications of the paper: developed technique and new FE enables the user to carry out numerical analysis properly and work out a set of measures on seismic safety for buildings and structures. [ABSTRACT FROM AUTHOR]

Copyright of Al-Andalus journal for Humanities & Social Sciences is the property of Alandalus University for Science & Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Accurate recognition of the type of ground motion is a basic task in the field of seismic engineering. In this paper, the key technologies of detection and recognition of underground seismic signal are studied. The target recognition algorithm is designed to realize the target recognition through denoising the collected target signal and extracting the characteristic quantity. Considering that ground motion signals generated by moving targets on the ground are susceptible to environmental noise, this paper introduces the working principle of wavelet packet denoising and its support vector machine classification model. Wavelet packet was used to transform the signal to denoise first, then zero-crossing rate analysis of the denoised signal was carried out after wavelet packet denoising and extracts the parameters, and the energy of cross-correlation criteria was selected finally. Quantitative indices are combined to construct multi-feature vectors, which are used as input of multi-class support vector machine for training and prediction. In this model, the optimal parameters of support vector machine model are found by genetic algorithm parameter optimization. The experimental results show that the improved model can recognize and classify the ground motion signals caused by people and vehicles correctly and can improve the performance of the classifier. [ABSTRACT FROM AUTHOR]

A seismic collapse evaluation study of buildings with rigid walls and flexible roof diaphragms (RWFD) presented in the companion paper indicates that this type of structure, as designed to current seismic design provisions in the United States, does not satisfy FEMA P695 performance criteria for Risk Category II Buildings. The seismic performance of RWFD buildings is often characterized by large deformations and yielding in the roof diaphragm rather than in the vertical elements of the seismic force-resisting system (SFRS). In this paper, a new seismic design approach is proposed to account for flexible roof diaphragm response. The proposed approach relies on distributed yielding in the roof diaphragm as the predominant inelastic response under extreme ground shaking. This is obtained by strengthening the end diaphragm regions, thereby allowing yielding to spread deeper into the diaphragm. The basic steps of the design approach and its limitations are described. Avalidation study of the proposed design procedure is conducted for 17 RWFD building archetypes with wood roof diaphragms in accordance with the FEMA P695 methodology. The results of this study indicate that the proposed seismic design approach, produces a system that meets the probability of collapse requirement for a Risk Category II building of the FEMA P695 methodology under maximum considered earthquake ground motion for RWFD buildings with wood roof diaphragms. [ABSTRACT FROM AUTHOR]

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Bridge structures are the important part of lifeline engineering, which are easy to lose their traffic function when subjected to strong earthquakes. Seismic resilient bridge structures are that do not require repair or can be restored to normal operating condition with minor repair after an earthquake, which are mainly characterized by self-centering capacity, damage control capacity and easy repair. Therefore, the bridge structures with seismic resilience have become one of the research hotspots in bridge engineering due to the excellent characteristics. This paper firstly reviews the development of bridge seismic design theory, and then highlights the current status of research on bridge structures with seismic resilience. The seismic resilient bridge structures are divided into rocking bridges, bridges with replaceable members and bridges with high-performance materials, according to the method to achieve the performance recovery of bridge structures. Then the research status of these three kinds of seismic resilient bridge structures is reviewed and summarized systematically. A large number of experimental studies and numerical simulations have presented that the seismic resilient bridge structures have excellent performance recovery capability. In addition, this paper also summarizes the current research status of performance evaluation and design methods of seismic resilient bridge structures, and presents practical engineering applications of typical seismic resilient bridge structures. Finally, the future research directions and development trends of seismic resilient bridge structures are prospected. [ABSTRACT FROM AUTHOR]

Probabilistic Damage Control Application (PDCA) has been developed to apply the performance-based earthquake engineering (PBEE) to the seismic design of highway bridge structures. The main component of the PDCA is the total risk that enables designers to conduct a life-cycle cost analysis and to answer the owner's cost-related questions such as how to optimize the design by balancing two primary decision-making parameters: performance and cost. This paper introduces an enhanced total risk model adopting the backbone formula used for calculating the annual rate of exceeding intensity measure (IM) level in Probabilistic Seismic Hazard Analysis (PSHA). The life-cycle cost analysis is a function of initial construction cost, repair costs, and economic loss. The inclusion of expected repair costs and economic consideration results in a comprehensive life-cycle cost analysis that makes the PDCA methodology unique. A detailed case study using a multispan bridge is presented as an example to show how to apply the PDCA framework into the bridge design practice with an emphasis on the life-cycle cost analysis that is computed using the total risks. Bridge column is the main seismic critical member in the bridge system that has nonlinear performance under seismic events. The total risk model and loss analysis of the PDCA addressed in this paper is based on the seismic performance of the bridge columns only. Other components such as abutment and in-span hinge seat widths that will have some contribution to the total risk may be considered in the future. [ABSTRACT FROM AUTHOR]

Composite plate shear walls–concrete-filled (C-PSW/CF) are a new and innovative lateral force–resisting system intended for high-rise buildings. High-rise building applications of this system are particularly efficient in the coupled wall configuration, in which the walls are C-PSW/CF and the coupling beams are concrete filled steel box sections. This paper presents a capacity design principle for the seismic design of coupled composite plate shear wall–concrete filled (CC-PSW/CF) systems. The capacity design principle implements a strong wall–weak coupling beam approach, in which flexural yielding occurs in the coupling beams before flexural yielding at the base of walls. The coupling beams are sized to resist the calculated seismic lateral force level. The composite walls are sized to resist an amplified seismic lateral force corresponding to the overall plastic mechanism for the structure, while accounting for the capacity-limited forces from the coupling beams and the coupling action between the walls. The paper summarizes the recommendations and requirements for appropriate sizing of the composite coupling beams and walls. These recommendations were used along with the capacity design principle to design four example (8–22-story) structures and evaluate their seismic behavior. The structures were modeled using benchmarked finite-element models and fiber-based models that accounted for the various limit states, including steel yielding, local buckling, fracture, concrete crushing, confinement, and tension cracking. The numerical models were analyzed for monotonic pushover loading and scaled seismic ground motions. The structural responses from the nonlinear pushover analysis and the nonlinear time history analyses were in accordance with the capacity limited design philosophy, thus confirming its efficacy. [ABSTRACT FROM AUTHOR]

This paper presents the experimental analysis on the "Municipal Headquarters" of Palagianello Town. This is a strategic building with a high complexity at planimetric and altimetric level, so it is interesting the evaluation of its structural dynamic performance in case of seismic emergency management. To this aim, environmental vibrations have been acquired in situ and accelerometers have been positioned in well-defined points. The data were analyzed with an easy and accurate process that includes the Operational Modal Analysis (OMA), to identify the natural frequencies, the mode shapes and the damping ratios with non-destructive testings. Subsequently, the experimental results were compared with those of two numerical models (with and without infill walls) defined by means of the finite element method (FEM); this allowed for better calibration of the model and to arrive at more realistic conclusions about the behavior of the structure. The paper discusses the influence of the stiffness contribution of masonry infills on the dynamic properties of the building. Moreover, it shows that the adoption of ad hoc chosen locations of the sensors could influence the accuracy of the experimental results, especially for structures characterized by irregularities. [ABSTRACT FROM AUTHOR]

This paper presents a topology optimization approach for the seismic design of multiple-rocking self-centering concentrically braced frames (SC-CBFs). SC-CBFs have been recently developed as damage-free seismic lateral load-resisting systems. In these systems, rocking sections are potentially designed in several locations over the height due to several modes. The design of multiple-rocking SC-CBFs is a demanding task due to their highly non-linear behavior. The vertical irregularity, caused by the non-continuous stiffness over the height of these systems, makes the prediction of their behavior a challenging task, especially when subjected to dynamic ground accelerations. In this paper, an efficient and general design approach for these systems is developed utilizing gradient-based topology optimization. An optimization problem is formulated such that the construction cost of the SC-CBF is minimized while simultaneously considering the topology of the frame, cables, energy dissipation (ED) material, and the location of the rocking sections. The performance of the building is limited to acceptable limits by formulating the constraints of the optimization problem based on the results obtained from non-linear time history analysis (NLTHA). An efficient numerical integration scheme based on the mixed lagrangian formalism (MLF) was adopted to conduct the NLTHA. The proposed method was used for the design of 5- and 10-story buildings. The results show that efficient designs could be achieved with a reasonable number of iterations using a personal computer. This makes the proposed approach desirable for the design of multiple-rocking SC-CBFs by researchers and engineers. [ABSTRACT FROM AUTHOR]

Reinforced concrete antiseismic wall structure has great load-bearing capacity and resistance to lateral displacement and is widely used as high-rise and super high-rise buildings. At present, in the seismic testing of buildings, the vibration signals that simulate earthquakes are transmitted through a wired transmission system for analysis after a certain amount of processing, and the seismic performance of the building is tested. The purpose of this paper is to analyze and study the seismic resistance of a newly fabricated lightweight herringbone braced seismic wall based on ZigBee sensor technology. In this paper, firstly, the research and exploration of the building seismic capability detection system using ZigBee technology wireless sensor are carried out, and the building seismic capability detection system is a wireless sensor network using ZigBee technology; it measures the seismic performance of the building by detecting the acceleration values of key parts in the building model. Then, the seismic design response spectrum is proposed, and the modal analysis is carried out at the same time, and the mode decomposition response spectrum method is given. Then, the seismic performance of the reasonable RC support lightweight herringbone support seismic wall was analyzed, and the seismic performance of the lightweight herringbone support structure was studied at the same time. The experimental results show that with the increase in the size of the RC support section, the bearing capacity and seismic performance of the lightweight herringbone support seismic wall are improved. The displacement ductility coefficient obtained is greater than 4, and the energy dissipation coefficient is 1.56, which meets the seismic requirements of the structure. [ABSTRACT FROM AUTHOR]

AbstractIn case of strong seismic-induced vibration, some metallic support and anchorage systems may exhibit elastoplastic deformation. To consider this elastoplastic deformation in the seismic design of equipment, standards such as CEN/TS 2004 recommend a very simplified behavior coefficient which is constant. Neither post-elastic characteristics such as the hardening coefficient, the ductility capacity, nor the dynamic content of the equipment are considered so far in this approach. In this paper, the influence of the elastoplastic deformation in supports on equipment responses is examined by means of a systematic numerical analysis. As highlights, the effect of elastoplastic supports strongly depends on the frequency of the equipment and the post-elastic characteristics. In certain cases, the effect of elastoplastic deformation in supports can be ‘unfavorable’ with respect to the assumption of elastic supports. This is the case for support-equipment systems of high frequency for which it is recommended to limit elastoplastic deformation. Conversely, for flexible support-equipment systems, it is beneficial to explore the ductility capacity of metallic supports. Finally, for engineering applications, behavior coefficients to consider the elastoplastic deformation in supports are proposed in the format of an abacus as a function of ductile capacity, hardening coefficients, and dimensionless frequencies of the equipment. [ABSTRACT FROM AUTHOR]

Selecting or generating ground motions (GMs) that elicit seismic responses matching specific standards or expected benchmarks for nonlinear time‐history analysis (NLTHA) is crucial for ensuring the rationality of structural seismic design and analysis. Typical GM inputs for NLTHA, either natural or artificial, are normally spectrum‐compatible, which may produce significant variations in analysis results, even using multiple GMs. This paper introduces a response‐compatible ground motion generation (RCGMG) method for generating GMs that are tailored to be response‐compatible. NLTHA results using only a few of these artificial GMs can closely approximate the mean responses from a large set of natural spectrum‐compatible GMs or target responses. The RCGMG method adopts the response diagram in the time domain (RDTD) to characterize the nonstationary features of GMs and their impacts on structural dynamic responses. A physics‐guided conditional generative adversarial network is developed to produce artificial RDTDs with features and impacts of RDTDs of natural GMs. These generated RDTDs are then mapped into response‐compatible GMs through a feedforward neural network. To verify the effectiveness of RCGMG, NLTHA of different structure models under various site conditions and target spectra is conducted. Seismic responses of NLTHA using RCGMG‐generated GMs are compared with responses from spectrum‐compatible natural GMs. The results demonstrate that responses from RCGMG GMs are closer to the target responses, with fewer GM inputs and robust generalization performance. [ABSTRACT FROM AUTHOR]

High complexity and randomness in high-speed train-bridge interactive dynamic analysis under earthquake lead to massive calculations in high-speed railway seismic design. To address this challenge, this paper introduces a deep learning-based method at enhancing the computational efficiency of the train-bridge coupled (TBC) system's seismic response prediction. Accordingly, a deep learning framework for predicting stochastic seismic response is established by using a long short-term memory (LSTM) neural network. Meanwhile, a feasible training strategy for the LSTM network is proposed. A traditional TBC theory and the LSTM neural network are used to perform the seismic response analysis as illustrative examples. The comparative analysis demonstrates the LSTM network's remarkable accuracy and efficiency in predicting the TBC system's seismic response. The prediction performance and extrapolation capability of the LSTM network is evaluated to be good enough to meet the requirement of engineering applications. In contrast to conventional methods like TBC theory or finite element analysis, the LSTM network significantly improves computational efficiency. Furthermore, the computed response data and the evolution characteristics of the probability density function are in good agreement with the conventional method. Therefore, the established LSTM network serves as an effective surrogate model for predicting the TBC system's seismic response. [ABSTRACT FROM AUTHOR]

The traditional tower‐style building (TTSB) is an innovative structural form constructed in modern cities imitating the overall appearance of ancient timber pagodas, and it is an extraordinarily cultured high‐rise construction. The limited stipulations for high‐rise TTSBs in the seismic design code pose challenges in assessing the reliable performance of the unique structure subjected to severe earthquakes. This paper presents the shaking table test and numerical analyses of a 1/15‐scale 13‐story TTSB specimen with an integral tower height of 5.36 m, which is a steel frame‐braced core‐tube structure consisting of seven bright floors (built‐out stories evident from the outside, BF) and six dim floors (built‐in stories not apparent from the outside, DF), with transition columns and stiffening trusses around the exterior perimeter. The experimental results showed that the tested tower‐style building had excellent seismic performance and reliable structural integrity. It only experienced minor damage when subjected to extremely high‐intensity motions. The interstory drift, dynamic strain, and floor acceleration response of the core‐tube region with eccentric steel braces were more significant under severe excitation than those with cross‐centered symmetric steel braces. The vertical reaction increased at the upper floor of the tower under vertical acceleration, and differences in the dynamic response of the middle and upper floors were much more apparent after the test. Moreover, 3D numerical simulation models of the tested tower were established and validated against the test responses. Successively, the validated numerical model was used to investigate the influence of the transition column at different floors on the peak interstory drift response and the relevant strain distribution, and the proposal for a proper position of the transition column was recommended at the end. [ABSTRACT FROM AUTHOR]

Understanding and accurately characterizing energy dissipation mechanisms in civil structures during earthquakes is an important element of seismic assessment and design. The most commonly used model is attributed to Rayleigh. This paper proposes a systematic approach to quantify the uncertainty associated with Rayleigh's damping model. Bayesian calibration with embedded model error is employed to treat the coefficients of the Rayleigh model as random variables using modal damping ratios. Through a numerical example, we illustrate how this approach works and how the calibrated model can address modeling uncertainty associated with the Rayleigh damping model. [ABSTRACT FROM AUTHOR]

Underground diaphragm walls are commonly used as a support system for the construction of subway stations, working together with inner side walls of subway stations to withstand the pressure from surrounding soils. However, the effect of diaphragm walls on the seismic response of subway stations is still not well understood yet, or at least not well considered during design. In this paper, a series of 1 g shaking table tests is designed to investigate the seismic response of a typical two‐story and three‐span subway station considering the influence of underground diaphragm walls. The stratum is simulated by synthetic model soil (a mixture of sand and sawdust), and the model structure and diaphragm walls are made by granular concrete with galvanized steel wires. A test case of the structure without diaphragm walls is also involved and taken as a benchmark comparison to understand the impact of diaphragm walls on the seismic response of subway station. The seismic excitations for the test include actual seismic records with the amplitude of 0.2, 0.4, and 0.8 g, respectively. Based on the test data analysis, a comprehensive discussion is conducted on the influence of diaphragm walls on the seismic design of underground structures. Current misconceptions that ignoring the role of diaphragm walls is a conservative way in seismic design of underground structures are also reviewed. Results show that the presence of underground diaphragm walls would enhance the lateral stiffness of the structure, and thus significantly reduce the lateral deformation of subway stations during earthquakes. Notably, the structure with diaphragm walls also exhibits a significant amplification in acceleration response and experiences greater dynamic earth pressures on the sidewalls, and furthermore the strains at the connection between the sidewalls and diaphragm walls are dramatically amplified during the earthquake. It is worth noting that these adverse effects of the diaphragm walls on the amplification of dynamic earth pressures on the structure as well as the increase of internal forces at the sidewalls end‐diaphragm walls connection should be carefully considered in the seismic design of underground structures. [ABSTRACT FROM AUTHOR]

This paper investigates the effects of transverse shear walls (TSWs), out‐of‐plane bending stiffness of diaphragms (FDIA), and axial loading (AXL) on the lateral response of strong wood‐frame shear walls (SWs) used for multistory light frame timber buildings (LFTBs) located in highly active seismic zones. Experimental tests were conducted to understand the requirements for SW‐to‐TSW connections to achieve desirable TSW effects in non‐planar SWs and to characterize the lateral cyclic response of T‐shaped SW assemblies with and without diaphragms and axial load. Both slotted and screwed connections were evaluated as SW‐to‐TSW connections, and both showed sufficient stiffness and strength to achieve TSW effects. However, the slotted connection is preferred because it has a more ductile failure mode. Tests on T‐shaped SW assemblies with and without diaphragms and axial load revealed that TSWs significantly enhance the lateral stiffness and strength but reduce the deformation capacity with respect to that of planar SWs. FDIA and AXL effects further influence the stiffness and strength, overcoming the limitation of smaller deformation capacity in T‐shaped SWs without diaphragms. Diaphragms also make the T‐shaped SW response more symmetrical and improve the evolution of the secant stiffness, the cumulative dissipated energy, and the equivalent viscous damping over increasing levels of lateral drift. Numerical analyses of a theoretical building model with T‐shaped SWs show significant reductions in lateral drift (up to 46%) and uplift (up to 100%) compared to the case with planar SWs only, emphasizing the importance of considering system effects in the seismic design of LFTBs. [ABSTRACT FROM AUTHOR]

This paper introduces a new low-damage hybrid steel–timber rocking braced frame with self-centring capability and proposes a design methodology in the framework of Canadian design standards. This system consists of a gravity load-resisting timber frame and a steel concentrically braced frame acting as the lateral load-resisting system that is connected using U-shaped steel fuses. The self-centring capability is achieved by post-tensioning strands and rocking bases within the lateral load-resisting system. The system, along with its components, is first introduced. The proposed design method and system performance objectives are then presented. The seismic performance of the system and the proposed design procedure are validated through numerical analyses considering the interaction between the lateral and gravity load-resisting systems. The results of dynamic analyses confirm the enhanced seismic performance of the proposed hybrid system with almost no residual deformations after the earthquake. Moreover, the proposed design guidelines can accurately predict the system's seismic response and demands imposed on the members. [ABSTRACT FROM AUTHOR]

This paper presents an investigation of the seismic behavior of reinforced concrete (RC) structures in which shear walls are the main lateral load-resisting elements and the participation of flat slab floor systems is not considered in the seismic design procedure. In this regard, the behavior of six prototype structures (with different heights and plan layouts) is investigated through nonlinear static and time history analyses, implemented in the OpenSees platform. The results of the analyses are presented in terms of the behavior of the slab-column connections and their mode of failure at different loading stages. Moreover, the global response of the buildings is discussed in terms of some parameters, such as lateral overstrength due to the gravity flat slab-column frames. According to the nonlinear static analyses, in structures in which the slab-column connections were designed only for gravity loads, the slab-column connections exhibited a punching mode of failure even in the early stages of loading. However, the punching failure was eliminated in structures in which a minimum transverse reinforcement recommended in ACI 318 (2019) was provided in the slabs at joint regions. Furthermore, despite neglecting the contribution of gravity flat slab-column frames in the lateral load resistance of the structures, a relatively significant overstrength was imposed on the structures by the gravity frames. [ABSTRACT FROM AUTHOR]

Building code implementation in developing countries is a serious concern due to poorly regulated construction practices. Deficiencies in terms of material strength and structural detailing are found the most in reinforced concrete frames in Pakistan. This paper presents the results of quasi-static cyclic tests performed on reduced-scale RC frames with and without beam-column joint detailing and considering normal and low-strength concrete respectively. Fragility functions and loss curves for the standard/sub-standard frames were derived using an experimentally validated numerical model. Furthermore, the existing RC frames building stock was rehabilitated with various configurations of steel bracing i.e. one way diagonal, one way eccentric, two way diagonal, two way eccentric and concentric. The developed fragility and loss curves for the rehabilitated frames confirmed that the two way diagonal steel bracing system outclasses the other types. Moreover, inter-story drift limits for as-built and rehabilitated frames were proposed under design base earthquakes and maximum considered earthquakes. Maximum considered earthquakes pushed the ductile as-built frame further than the moderate damage state, thus rehabilitation after such an event will be required for the structure. The presented results will help in seismic risk assessment, decision-making and public awareness. [ABSTRACT FROM AUTHOR]

Summary: This paper presents a new performance‐based seismic design method for the design of repairable linked column frame (LCF) and linked column system (LCS). Currently, the biggest problem of these systems is the lack of a simple and practical design method that leads to the design of optimal models with sufficient seismic capacity. The interaction of the primary and secondary systems, changing the lateral load pattern during an earthquake, and the implementation of the target performance objectives have complicated the design of these systems. The evaluations carried out in this research show that the rotation of link beams must be controlled in the design. Therefore, the ultimate plastic rotation of links is determined to be 0.01 rad for the seismic intensity of design base earthquake and 0.015 rad for maximum considered earthquake. The results show that the models designed using the presented method are optimal, have sufficient seismic capacity, and achieve the target performance objectives. In addition, although previous researches have shown that these systems have a suitable seismic behavior, their seismic behavior have not been compared with other structural systems. Comparing can show the behavioral characteristics of a new structural system; hence, the elastic and plastic behavior of the LCF and LCS models have been compared with other common steel structural systems using all analysis methods. Moreover, in the presented method for the design of LCF and LCS systems, nonlinear time history analysis using the endurance time method (ETM) is used, and due to the newness of the endurance time method, its results are compared with the median results of nonlinear time history analysis at different seismic hazard levels and incremental dynamic analysis (IDA), in 45 samples. The results show that the endurance time analysis is a reasonable and efficient method, and in this comparison, the difference between the results of ETM and IDA methods is 6% on average. [ABSTRACT FROM AUTHOR]

To investigate the effects of slope geometric parameters and soil stratigraphic properties on the topographic amplification of ground motions, a large number of 2-D horizontally layered slope models are constructed. First, the linear and nonlinear seismic responses of a slope model are compared, and the result shows that the nonlinear characteristics of soils should be considered when studying the amplifying effect of slope topography on ground motions. Then, the nonlinear seismic responses of these slope models are analysed from four aspects: the maximum shear strain in the slopes, the effects of geometry and stratigraphy on the seismic response, the distance between the maximum topographic amplification indicators and the slope crest, and the influence range of slope topography behind the slope crest. The results indicate that the amplifying effect of slope topography on ground motions increases with increasing slope height or decreasing average shear wave velocity of the overlying soil layers. Besides, the variation of the topographic amplification effect with slope gradient is significantly influenced by soil stratigraphic properties. The distance between the maximum topographic amplification indicators and the slope crest is mainly in the range of 0–60 m, and the influence range of slope topography behind the slope crest is mainly in the range of 0–150 m. Subsequently, approximate relations are derived based on regression analyses of simulation results, which can provide meaningful references for the seismic design and seismic retrofitting of engineering structures behind the slope crest. Finally, the effects of slope geometric parameters and soil stratigraphic properties on ground motion modifications are further evaluated according to the prediction curves provided by the approximate relations. [ABSTRACT FROM AUTHOR]

Summary: This research deals with a frame‐supported shear wall for urban over‐track building of vehicle depot in Chisha, Guangzhou, China, which is characterized by its remarkable height of 160.8 m. Technical issues are commonly encountered in these kinds of buildings due to discontinuous vertical structural rigidity, large podium, and structural transition. These challenges significantly impact the engineering process, especially when the rigidity difference between transfer story exceeding the threefold, as well as the building height exceeds limit as in code. In this paper, a shaking table test was developed based on a 1:10 scaled model of the structure. Using similarity theory, the dynamic similarity relationship was established for the design of the model. Subsequently, the experimental model was constructed with the configuration of critical parameters such as mass design, sensor placement, and seismic test conditions. This was followed by in‐depth analysis, recording component failures and investigating key aspects such as dynamic characteristics, that is, acceleration and displacement responses and shear force distribution under different earthquake intensities. A theoretical seismic response of the prototype structure was derived from the test results. The shaking table tests confirmed that the structure met the stringent seismic design requirements as prescribed in the Chinese standards, with no damage under minor earthquakes, repairability under moderate earthquakes, and collapse prevention under rare earthquakes. The results of the study provide valuable insights along with improvement measures for the design and development of similar urban over‐track buildings, potentially contributing to more efficient land use in urban China. [ABSTRACT FROM AUTHOR]