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Dynamic Response of Civil Engineering Structures under Seismic Loads

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A special issue of Buildings (ISSN 2075-5309). This special issue belongs to the section "Building Structures".

Deadline for manuscript submissions: closed (15 June 2025) | Viewed by 7767

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Special Issue Editors

Prof. Dr. Yanyan Li

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Guest Editor

Faculty of Urban Construction, Beijing University of Technology, Beijing 100124, China
Interests: geotechnical engineering; structural dynamics; engineering geology

Dr. Jingshu Xu

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Guest Editor

Faculty of Architecture, Civil and Transportation Engineering, Beijing University of Technology, Beijing 100124, China
Interests: slope stability; debris flow; chain-induced hazards; tunnelling engineering
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Special Issue Information

Dear Colleagues,

In civil engineering structures such as bridges, houses, and dams, seismic loads are a crucial type of load and must be carefully considered during design; otherwise, an inadequate seismic design could lead to catastrophic consequences. Understanding how civil engineering structures respond under seismic loads is essential to the optimization of seismic design. The scope of this Special Issue includes, but is not limited to, the following topics:

（1）dynamic response of civil engineering structures under seismic loads;

（2）seismic loads laboratory/in-situ tests;

（3）seismic theoretical analysis and numerical simulations.

Considering your interest and involvement in this topic, we would be honored to receive a contribution from you in order to aid the success of this Special Issue.

Prof. Dr. Yanyan Li
Dr. Jingshu Xu
Guest Editors

Manuscript Submission Information

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Keywords

dynamic response
engineering structure
civil engineering
seismicload
earthquake engineering
structural stability

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Published Papers (9 papers)

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Research

26 pages, 10835 KB

Open AccessArticle

Detonation Dynamics and Damage Behavior of Segmented Tunnel Charges with Shaped Liners

by Zhuo Li, Xiaojun Zhang, Zhenye Zhu, Yongbo Wu, Hongbing Yu, Wenxue Gao and Ben Lv

Buildings 2025, 15(16), 2815; https://doi.org/10.3390/buildings15162815 - 8 Aug 2025

Viewed by 236

Abstract

To precisely control the tunnel smooth blasting effect, this study conducts both model experiments and numerical simulations to investigate the impact of shaped charge jet initiation on emulsion explosives and surrounding rock damage fractal characteristics under different ratios of the main-to-secondary charge lengths (L₁/L₂). The study also includes field validation. The results indicate the following: (1) The Arbitrary Lagrangian–Eulerian (ALE) method can accurately reproduce the formation, motion, impact, initiation, and dynamic damage evolution of a shaped charge jet inside a blast hole, with a deviation of less than 6.4% compared to high-speed photography observations. (2) Under the working conditions in this study, when an axial aluminum energetic liner and two-stage air-segmented charge in the peripheral holes are used, the fractal dimension (D_f) initially increases from 1.57 to 1.66 and then decreases to 1.41 as the L₁/L₂ ratio increases. (3) Field test results demonstrate that, when using a two-segment explosive charge with a 20 cm gap between segments and an L₁/L₂ ratio of 2, the average over- or under-excavation is controlled within 7 cm, with the maximum deviation not exceeding 12 cm. The corresponding average fragment size (d₅₀) is minimized, resulting in an excellent smooth blasting effect and effectively controlling the fragmentation of the smooth blasting layer. The conclusions of this study provide valuable insights for the development of advanced shaped charge blasting techniques. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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21 pages, 13986 KB

Open AccessArticle

Seismic Response Analysis of Nuclear Island Structures Considering Complex Soil–Pile–Structure Dynamic Interaction

by Xunqiang Yin, Junkai Zhang, Min Zhao and Weilong Yang

Buildings 2025, 15(15), 2620; https://doi.org/10.3390/buildings15152620 - 24 Jul 2025

Viewed by 408

Abstract

Seismic responses of Nuclear Island (NI) structures have great significance in the foundation adaptability analysis and the seismic design of equipment. However, with the increasing complexity of nuclear power site conditions, establishing a reasonable and effective soil–pile–structure dynamic interaction model has become the key technical problem that needs to be solved. In this study, a pseudo three-dimensional soil–pile–structure dynamic interaction model considering soil nonlinearity and heterogeneity is developed for seismic response analysis of NI structures. Specifically, the nonlinearity of the near-field soil is described via the equivalent linear method, the radiation damping effect of half space is simulated through viscous boundary, and the displacement/stress conditions at lateral boundaries of the heterogeneous site are derived from free-field response analysis. Meanwhile, an equivalent stiffness–mass principle is established to simplify NI superstructures, while pile group effects are incorporated via a node-coupling scheme within the finite-element framework. Two validation examples are presented to demonstrate the accuracy and efficiency of the proposed model. Finally, seismic response analysis of two typical NI structure of reactor types (CPR1000 and AP1000) based on the actual complex site conditions in China is also presented to study the effect of radiation damping, soil conditions, and pile foundation. Key findings demonstrate the necessity of integrating SSI effects and nonlinear characteristics of non-rock foundations. While the rock-socketed pile exhibits superior performance compared to the CFG pile alternative; this advantage is offset by higher costs and construction complexity. The research findings can serve as a valuable reference for the foundation adaptability analysis and optimizing the design of equipment under the similar complex condition of the soil site. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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19 pages, 8021 KB

Open AccessArticle

Research on the Flexural Performance of Shield Tunnel Segments Strengthened with Fabric-Reinforced Cementitious Matrix Composite Panels

by Caixia Guo, Kaiwen Yang, Yichen Duan, Jiulin Li, Jianlin Wang and Weidong Lu

Buildings 2025, 15(8), 1355; https://doi.org/10.3390/buildings15081355 - 18 Apr 2025

Viewed by 432

Abstract

To investigate the strengthening effectiveness of Fabric-Reinforced Cementitious Matrix (FRCM) composites on shield tunnel segments, this study conducted four-point bending tests on FRCM composite panels. The influence of different cementitious matrices (engineered cementitious composite, ECC; ultra-high-performance concrete, UHPC) on the flexural behavior of FRCM panels was systematically analyzed. Numerical simulations were additionally conducted to analyze deformation behavior, damage progression, and stress variations in steel reinforcements within standard structural segments strengthened with FRCM composite panels. A parametric analysis was performed to assess the effects of cementitious matrix type, panel thickness, and carbon fiber-reinforced polymer (CFRP) grid layers on the reinforcement efficiency. The experimental results demonstrated that FRCM composite panels exhibit superior flexural performance. Specimens with UHPC matrices exhibited higher cracking stresses and enhanced flexural stiffness during the elastic phase, while those with ECC matrices demonstrated advantages in post-peak hardening behavior and energy dissipation capacity. Both matrix types achieved similar cracking strains and comparable ultimate flexural strengths. Numerical simulations revealed that FRCM strengthening significantly improves the ultimate flexural bearing capacity of segments while effectively controlling deformation. For UHPC-based FRCM reinforced segments, the ultimate bearing capacity increased with both UHPC thickness and CFRP layer quantity. In contrast, ECC-based FRCM reinforced segments exhibited capacity enhancement primarily correlated with CFRP layer addition, with negligible sensitivity to ECC thickness variations. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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15 pages, 2153 KB

Open AccessArticle

Horizontal Bearing Characteristics of Large-Diameter Rock-Socketed Rigid Pile and Flexible Pile

by Lin Liu, Li Xiao, Yang Liu, Mingrui Zhao, Fan Jin, Xiangyu Li and Yu Tian

Buildings 2025, 15(5), 768; https://doi.org/10.3390/buildings15050768 - 26 Feb 2025

Viewed by 767

Abstract

In order to study the horizontal bearing characteristics of large-diameter rock-socketed rigid pile and flexible pile, two lateral loading tests in which the pile lengths are 5.2 m and 11.07 m were carried out. Unidirectional multi-cyclic loading was applied to the piles during the tests, with the maximum load reaching 3500 kN. The measured results are compared with the calculated results of Zhang’s method, m-method and the rigid pile method in the design codes. It is indicated that if the characteristic values of the horizontal bearing capacity of the large-diameter rock-socketed rigid pile and flexible pile are determined by the same horizontal displacement of the pile head, some risk will be brought to the design of the rigid pile. Compared with the rigid pile method, the m-method is more suitable for calculating the rotation angle of the pile head. In terms of the maximum bending moment of the large-diameter rock-socketed flexible pile under the critical load, the calculated result of Zhang’s method is less than the measured result, while the calculated result of the m-method is the largest. However, for the rigid pile, both Zhang’s method and m-method underestimate the maximum bending moment of the pile body. In summary, when a large-diameter rock-socketed pile is designed, reasonable calculation method and failure discrimination standard should be chosen according to the actual conditions. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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19 pages, 8474 KB

Open AccessArticle

Amplitude-Scaling Bias Analysis of Ground Motion Record Set in Strip Method for Structural Seismic Fragility Assessment

by Zhuo Song, Xiaojun Li, Yushi Wang and Bochang Zhou

Buildings 2025, 15(3), 401; https://doi.org/10.3390/buildings15030401 - 27 Jan 2025

Cited by 1 | Viewed by 1182

Abstract

The multi-strip method is often used to establish a demand model for fragility analysis. Using the multi-strip method to scale the ground motion record may cause uncertainty and bias in structural response calculation and fragility assessment. It is necessary to analyze the effect of differences in the amplitude scaling range in different strips on structural seismic response calculation and seismic fragility assessment. In this paper, the multi-strip method was used to analyze the seismic demand bias based on four multi-story reinforced concrete frame structures subjected to eight ground motion record sets. The bias, variance, and coefficient of variation in different strips in each group of ground motion records were obtained. The effect of different strips on the demand bias was investigated by analysis of variance (ANOVA). Uncertainty quantification of structural demand and fragility curves was carried out using the bootstrap sampling method. The results for structures in different ground motion record sets verify that the differences between the demand bias for different strips by amplitude scaling are statistically insignificant for a 95% confidence level. These findings will contribute to the use of scaling methods for ground motion record sets in a probabilistic seismic demand assessment, allowing for a more reliable prediction of structural seismic fragility. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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20 pages, 15749 KB

Open AccessArticle

Study on the Vibration Propagation Law and Stress Distribution Characteristics in Double-Arch Tunnels During Blasting

by Xiaofei Sun, Ying Su, Dunwen Liu, Yu Tang, Pei Zhang, Jishuang Hu and Xianghao Sun

Buildings 2025, 15(1), 139; https://doi.org/10.3390/buildings15010139 - 5 Jan 2025

Cited by 2 | Viewed by 1162

Abstract

Highway tunnel construction in mountainous areas of China has been developing rapidly. The influence of drilling and blasting on the existing tunnel structure has become a key factor affecting the safety and stability of tunnel construction. The double-arch tunnel has unique structural characteristics. The propagation characteristics of blasting vibrations and the resulting stress responses exhibit a certain level of complexity. There is little research on the influence of single-line blasting excavation of double-arch tunnel on the other line tunnel. This paper analyzes the blasting vibration of a double-arch tunnel by ANSYS/LS-DYNA. The propagation law of blasting vibration velocity and stress distribution law of blasting vibration in different sections of the tunnel is revealed. At the same time, the relationship between the peak particle velocity (PPV) and tensile stress is established, and the threshold vibration velocity is proposed. It provides a scientific basis for tunnel design and construction. The propagation of blasting vibration in the adjacent roadway is affected by the middle pilot tunnel. The peak vibration velocity of different parts decreases with the increase in distance. The monitoring of vibration velocity and stress in section A of the right line of the adjacent tunnel should be strengthened, especially in the tunnel vault, blast-facing side wall, and arch foot. The difference in vibration strength across different tunnel parts provides a basis for optimizing the structure. It helps strengthen the parts susceptible to vibration during the design stage of the multi-arch tunnel, improving the tunnel’s safety and stability. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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13 pages, 4102 KB

Open AccessArticle

Dynamic Stability for Seismic-Excited Earth Retaining Structures Following a Nonlinear Criterion

by Jingshu Xu, Jiahui Deng, Zemian Wang, Linghao Qi and Yundi Wang

Buildings 2024, 14(12), 4086; https://doi.org/10.3390/buildings14124086 - 23 Dec 2024

Viewed by 819

Abstract

Based on the upper bound limit analysis, the multi-log spiral failure mechanism for earth retaining structures under horizontal seismic loads was constructed, which could introduce the nonlinear strength criterion into stability analysis without any linearization technique. By calculating various external work rates and the internal energy dissipation, the energy balance equation was established, and the active earth pressure formula required for the retaining structure to be in a critical stable state was derived. With the application of a genetic algorithm and particle swarm optimization, the optimal upper bound solutions of active earth pressure coefficients were obtained. The validity of the research results was verified through comparative analysis. This paper provided diagrams of the active earth pressure coefficients required for earth retaining structures to maintain a critical stability state under different parameters. The influences of seismic load, slope inclination angle, soil strength tension cutoff (TC), and the δ/ϕ ratio were investigated. By investigating the design charts, the active earth pressures applicable to practical engineering can be obtained, which provide a theoretical basis for the preliminary design of retaining structures in earthquake-prone areas. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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21 pages, 16869 KB

Open AccessArticle

An Investigation of Parameter Sensitivity and a Dynamic Analysis of Subsurface Storage Chambers Utilizing the Finite Difference Method

by Hongming Luo, Shan Lin, Quanke Hu and Miao Dong

Buildings 2024, 14(12), 3778; https://doi.org/10.3390/buildings14123778 - 26 Nov 2024

Viewed by 764

Abstract

Underground compressed air energy storage chambers are a promising emerging energy storage technology with strict limitations relating to the stability of the surrounding rock. This study conducted displacement and plastic zone analyses during the excavation and stabilization phases of the chamber utilizing the finite difference method based on engineering data, demonstrating that the stability of salt rock can effectively withstand internal pressures ranging from 0 to 9 MPa, with an average of 15 mm in the Z-axis and 19.23 mm in the X-axis. To further investigate the feasibility of subterranean energy storage reservoirs, the FOS for various surrounding rocks was calculated at different burial depths. These results facilitated a parameter sensitivity analysis on the stability of the surrounding rock of the underground energy storage reservoir. The dynamic reaction of the underground chamber was studied using synthetic seismic wave technology, demonstrating that the seismic capacity of the structure adhered to the code, and the post-seismic displacement remained within the safe range (Z-axis 34 mm, horizontal 19 mm). The results demonstrate the stability analysis method of the chamber and establish a foundation for the extensive implementation of CAES which will contribute to the development of energy storage technology. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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21 pages, 11621 KB

Open AccessArticle

Research on the Dynamic Response of a Bedding Rock Slope Reinforced by Pile–Anchor Structures Under Earthquakes: A Case Study of a Section of the Duyun-Shangri-La Expressway Project in Ludian County, Yunnan Province, China

by Jinghan Wang, Yanyan Li and Le Zhang

Buildings 2024, 14(11), 3524; https://doi.org/10.3390/buildings14113524 - 4 Nov 2024

Viewed by 1076

Abstract

Pile and anchor structures are extensively employed for slope stabilization. However, their dynamic response under seismic loading remains unclear and current seismic designs primarily use the pseudo-static method. Here, a three-dimensional numerical simulation of the dynamic behavior of a bedding rock slope supported by pile–anchor systems under earthquakes is conducted. The dynamic calculation for the slope subjected to seismic forces with varying excitation directions and acceleration amplitudes is performed. The dynamic behavior of both the slope and the pile–anchor system is investigated with respect to the slope’s failure mode, the dynamic soil pressure behind the pile, the anchor axial force, the bending moment, and the lateral displacement of the pile. The results indicate that the anti-slide piles cause a reflective and superposition effect on seismic waves within weak rock layers. As the input seismic intensity increases, the axial force in the anchor cables also increases, with the peak axial force occurring during the main energy phase of the seismic waves. The dynamic soil pressure acting behind the piles varies with the stratification of the slope rock layers, with lower peak dynamic earth pressure observed in weak layers. The weak layers on the slope surface experience through-shear failure. Under strong seismic loading, the structural element state undergoes significant changes. Full article

(This article belongs to the Special Issue Dynamic Response of Civil Engineering Structures under Seismic Loads)

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