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CONTENTS
Volume 30, Number 4, April 2026
 

Abstract
This paper discusses tsunamis, one of the most destructive natural phenomena, which can cause extensive loss of life and property, particularly in coastal areas. Earthquakes, submarine landslides, volcanic eruptions, and meteorite impacts primarily trigger these events. This study investigates the vulnerability of moment resisting concrete frame buildings in the southern coastal regions of Iran along the Oman Sea, which are at risk of tsunamis generated by the Makran Fault. The primary objective of this research is to evaluate the vulnerability of moment resisting reinforced concrete frame buildings with fixed spans on the first floor—both without openings (featuring enclosing walls) and with openings (lacking enclosing walls) across varying numbers of stories (one, three, and five) under tsunami loading. For this purpose, three-dimensional modeling and analysis were conducted using Siesmostruct software. The analyses included nonlinear static pushover analysis and tsunami fragility (capacity) curves. The structures were modeled based on tsunami design codes from Japan and the United States and tsunami design guidelines. The results from pushover and capacity curves demonstrate that buildings with openings on the first floor (without enclosing walls) exhibit better resistance to tsunami inundation forces than those without openings (with enclosing walls). Additionally, taller buildings are more likely to withstand tsunami forces than shorter structures.

Key Words
coastal areas; earthquake; southern coasts of Iran; tsunami

Address
Department of Civil Engineering, Azarbaijan Shahid Madani University, Tabriz, Iran

Abstract
This study investigates the seismic performance of X, K, and Y type joints in a large museum atrium steel-concrete composite structure, under cyclic loading with axial compression ratios of 0.1, 0.2, and 0.3 using China State Construction Zhituo simulation software. The plastic damage characteristics of concrete, stress distribution of steel, and reinforcement cage in each joint during loading are systematically analyzed. Furthermore, the hysteresis behavior of the joints under cyclic loading is examined. The results indicate that with increasing axial compression ratio, the concrete damage in the beam and column core areas of the Y joint is more severe compared to the X and K joints. The steel components effectively limit the deformation of reinforcement in the core area of the joint, satisfying the "strong column weak beam" design principle. The hysteresis curves of all joints are full, with slow stiffness degradation. Meanwhile, the ductility coefficients of the joints decrease with increasing axial compression ratio, indicating weakened deformation capacity. However, the strength degradation coefficient and equivalent viscous damping coefficient increase with increasing loading displacement, demonstrating significant energy dissipation and exhibiting good seismic performance, meeting seismic requirements.

Key Words
axial compression ratio; China state construction Zhituo simulation analysis; cyclic loading; seismic performance; steel-concrete structures

Address
Zhitao Zheng: 1) 2nd Construction Co.,LTD Of China Construction 5th Engineering Bureau, Hefei Anhui, 230041, China; 3) Anhui University of Science and Technology, Huainan Anhui, 232001, China
Wenbing Shen: 1) 2nd Construction Co.,LTD Of China Construction 5th Engineering Bureau, Hefei Anhui, 230041, China; 2) China Construction Fifth Engineering Bureau Co., Ltd, Changsha Hunnan, 410000, China
Honggen Chen, Sheng Li, Chuang Li: China Construction Fifth Engineering Bureau Co., Ltd, Changsha Hunnan, 410000, China

Abstract
The torsional component and near-fault pulse-like ground motions can bring additional damage to the structure. However, the coupling effect of the abovementioned two factors has not been thoroughly examined in the seismic performance evaluation of base-isolated steel frames. This study examines the individual and combined impacts of torsional and near-fault pulse-like ground motions on the seismic behavior of base-isolated structures. The torsional component record is extracted using the frequency domain approach. A series of base-isolated structures with three length-width ratios are used as case buildings, and the corresponding finite element models are developed using ABAQUS software. A shaking table tests is conducted to validate the finite element model. A comprehensive analysis is carried out on the structural seismic responses. Base shear, floor acceleration, interstory drift, and isolation layer displacement are selected as damage indices for the base-isolated structures. The results indicate that the coupling effect of near-fault pulse-like and torsional components significantly increases the structural seismic response. Additionally, the length-width ratios also bring an obvious growth for structural damage. Specifically, as the length-width ratio increases from 1 to 3, under the combined influence of near-fault pulse-like and torsional ground motions, the floor acceleration increases by 35.85%, 39.75%, and 43.33%, while the displacement of the isolation layer increases by 48.23%, 48.10%, and 49.74%, respectively. The findings point out that ignoring near-fault pulselike and torsional ground motions would lead to an underestimation of seismic demands in damage assessment.

Key Words
length-width ratios; near-fault pulse-like ground motion; seismic response; shake table experiment; torsional component

Address
Miao Han, Zhou Zhou: 1) School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing, 100044, China; 2) Beijing Advanced Innovation Center for Future City Design, Beijing University of Civil Engineering and Architecture, Beijing, 100044, China
Xianggen Gao, Jiechuan Yang: School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing, 100044, China

Abstract
Traditional long-span steel frame structures often struggle to meet the "strong column-weak beam" seismic design principle, with failures typically occurring at column ends. To address this limitation, a novel seismic system integrating a zigzag suspension bridge into the atrium of a large museum was proposed. Three comparative models were established: Model I (standard frame), Model II (frame with suspension bridge), and Model III (frame excluding the atrium truss). Nonlinear time-history analyses were conducted in China State Construction Zhituo simulation software to evaluate roof displacement, interstory drift, base shear, and stress distribution under both frequent (service-level) and rare (safety-level) earthquakes. Under frequent earthquakes, Model II showed a 44.85% reduction in roof displacement and a 35.77% decrease in peak acceleration compared to Model I. This corresponds to a lateral stiffness enhancement factor of approximately 2.20, calculated based on the inverse ratio of peak displacements. Under rare earthquakes, interstory drift angles and base shear were reduced by 67.6% and 30.4%, respectively, further confirming the improved lateral resistance. Notably, the roof displacement was reduced by approximately 1.98 times, indicating a significant enhancement in lateral stiffness. In contrast, Model III demonstrated similar performance to Model II, indicating that the seismic improvement mainly derives from the suspension bridge system rather than the atrium truss. Stress contour analysis revealed pronounced stress concentrations at atrium-frame joints in Model I, implying increased collapse risk. Overall, the zigzag suspension bridge effectively redistributed seismic forces, suppressed structural deformation, enhanced lateral stiffness, and better fulfilled the "strong column-weak beam" design objective for complex public buildings.

Key Words
atrium diagonal grid column; dynamic time history analysis; finite element analysis; seismic; zigzag suspension bridge

Address
Wenbing Shen, Zhitao Zheng: 1) 2nd Construction Co., Ltd. of China Construction 5th Engineering Bureau, Hefei Anhui, 230041, China; 2) China Construction Fifth Engineering Bureau Co., Ltd, Changsha Hunnan, 410000, China
Chuang Li, Sheng Li: China Construction Fifth Engineering Bureau Co., Ltd, Changsha Hunnan, 410000, China

Abstract
Cable-stayed bridges located in seismic-prone regions face durability-related degradation from environmental corrosion throughout their service life and seismic hazards from sudden earthquakes. To investigate this issue, this study uses the Hong Kong-Zhuhai-Macau Bridge as a case study. Nonlinear finite element models for cable-stayed bridges are established at different stages of their service life using OpenSees. The models consider material degradation over time and analyze the time-dependent seismic fragility and earthquake risk of primary components and systems within the cable-stayed bridge. The research findings show that the fragility of diverse components and systems gradually increases as the service life of cable-stayed bridges progresses, although the overall escalation is relatively modest. In extremely rare earthquake, the probability of severe damage and complete failure in seismically-damped cable-stayed bridge systems is significantly lower compared to non-seismically-damped counterparts (48.5% and 24% lower, respectively). Throughout the entire service life, the seismic risk of cable-stayed bridge towers and piers remains below 5%, while the seismic risk of the bridge system is mainly influenced by components with higher seismic risks, such as the bearings. On the other hand, components with lower seismic risks, like the towers and piers, exert minimal influence on the overall risk of the cable-stayed bridge system. The seismic risk of the cable-stayed bridge system remains relatively stable over the full duration of service. Taking the initial service time as an example, the implementation of seismic damping measures results in a reduction of earthquake risk for slight damage by 58.45%, moderate damage by 14.41%, severe damage by 2.52%, and complete failure by 0.32%. It should be noted that these reported risk reductions are relative to the non-damped system and are based on the first-order method, which may overestimate absolute risk. Nevertheless, the comparative effectiveness of dampers is clearly demonstrated. Seismic damping measures significantly enhance the overall seismic performance of the cable-stayed bridge, reducing both its fragility and earthquake risk.

Key Words
cable-stayed bridge; chloride ion erosion; dampers; seismic fragility; seismic risk

Address
Yan Liang, Yujiao Liu, Li Yan, Xinyu Yuan, Pinwu Guan: School of Civil Engineering, Zhengzhou University, Zhengzhou 450001, China
Jingxiao Shu: Henan Province Expressway Network Management Center, Zhengzhou 450001, China

Abstract
Panelised modular steel structures integrate the merits of high prefabrication integration and low transportation costs, thereby showcasing extensive application prospects in contemporary structural engineering. This study performs a systematic finite element investigation on the seismic behaviour of 16 column-column-beam joints for panelised steel-modular structure, clarifies the influence regularity of key structural parameters (including the wall thickness of the core zone and the arrangement of internal diaphragms) on critical seismic performance indices, and develops a calculation formula for the flexural bearing capacity of the joints along with a theoretical moment-rotation model. The results indicate that for joints with a weak core zone, both the incorporation of internal diaphragms and the thickening of column walls can effectively enhance the mechanical performance of the joints, and the reinforcing effect of internal diaphragms is more prominent. For joints featuring weak angle steels, the addition of stiffeners can significantly improve the energy dissipation capacity of the joints; when the leg thickness of the angle steel reaches a specific threshold, varying the thickness of the beam end plate exerts a marginal effect on the improvement of joint bearing capacity. The deviation between the theoretical values of flexural bearing capacity derived based on the minimum bearing capacity principle and the finite element simulation results is within 8%. Furthermore, the moment-rotation curve model established based on the Ramberg-Osgood empirical formula achieves good consistency with the finite element data. These research outcomes provide a reliable theoretical foundation for the overall performance analysis and engineering design of panelised modular steel structures.

Key Words
connection joints; finite element analysis; moment-rotation theoretical model; panelised modular steel structures; parametric analysis; seismic behaviour

Address
Hao Wang: 1) School of Civil Engineering, Tianjin University, Tianjin 300072, China; 2) College of Civil Engineering, Tianjin Chengjian University, Tianjin 300384, China; 3) Tianjin Key Laboratory of Civil Structure Protection and Reinforcement, Tianjin 300384, China
Conghe Tian, Xuetong Li, Jintao Cui, Xuyue Wang: College of Civil Engineering, Tianjin Chengjian University, Tianjin 300384, China
Chuan Zhao, Yanlai Li: China MCC22 Group Co., Ltd., Tangshan 063000, Hehei, China

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