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Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures

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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 (8 April 2024) | Viewed by 8043

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Dr. Liqiang Jiang

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Guest Editor

School of Civil Engineering, Central South University, Changsha 410083, China
Interests: structural engineering; steel structures; testing technique; earthquake engineering; artificial intelligence methoduction
Special Issues, Collections and Topics in MDPI journals

Dr. Wei Chen

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Guest Editor

School of Mechanics and Civil Engineering, China University of Mining and Technology, Xuzhou, China
Interests: steel structures; fire resistance; earthquake engineering; industrial buildings; intelligent fire protection

Dr. Chang He

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Guest Editor

School of Civil Engineering, Central South University, Changsha, China
Interests: structural dynamics; earthquake engineering; electric power facilities; composite structures

Dr. Yi Hu

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School of Civil Engineering, Central South University of Forestry & Technology, Changsha 410004, China
Interests: structural engineering; prefabricated building construction; steel–concrete composite structures; earthquake engineering; testing technique
Special Issues, Collections and Topics in MDPI journals

Dr. Qi Cai

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Guest Editor

School of Civil Engineering, Central South University, Changsha, China
Interests: steel structures; structural optimization; structural engineering

Special Issue Information

Dear Colleagues,

Disaster mitigation, risk reduction, and resilience design of engineering structures under natural hazards are topics of great interest and are important for protecting human life and reducing economic losses. In recent decades, with the help of new knowledge around the mechanisms of natural hazards, new methods and facilities for disaster mitigation and risk reduction are being developed. Furthermore, resilience designs have been proposed to improve post-disaster retrofit and repair for modern engineering structures.

This Special Issue is dedicated but not limited to current research on theoretical, computational, experimental, and relevant research works on advanced methods in disaster mitigation, risk reduction, and resilience design of engineering structures, including methodologies and innovations on mechanical performance evaluation; modeling technologies and simulations on failure mechanisms; methodologies on vulnerability, risk, reliability, and resilience assessment; applications on disaster mitigation and risk reduction; and advanced design methodologies of innovative on resilience design of engineering structures under earthquakes, fires, winds, and tsunamis.

Dr. Liqiang Jiang
Dr. Wei Chen
Dr. Chang He
Dr. Yi Hu
Dr. Qi Cai
Guest Editors

Manuscript Submission Information

Manuscripts should be submitted online at www.mdpi.com by registering and logging in to this website. Once you are registered, click here to go to the submission form. Manuscripts can be submitted until the deadline. All submissions that pass pre-check are peer-reviewed. Accepted papers will be published continuously in the journal (as soon as accepted) and will be listed together on the special issue website. Research articles, review articles as well as short communications are invited. For planned papers, a title and short abstract (about 100 words) can be sent to the Editorial Office for announcement on this website.

Submitted manuscripts should not have been published previously, nor be under consideration for publication elsewhere (except conference proceedings papers). All manuscripts are thoroughly refereed through a single-blind peer-review process. A guide for authors and other relevant information for submission of manuscripts is available on the Instructions for Authors page. Buildings is an international peer-reviewed open access monthly journal published by MDPI.

Please visit the Instructions for Authors page before submitting a manuscript. The Article Processing Charge (APC) for publication in this open access journal is 2600 CHF (Swiss Francs). Submitted papers should be well formatted and use good English. Authors may use MDPI's English editing service prior to publication or during author revisions.

Keywords

structural engineering
disaster mitigation
resilience design
vulnerability and risk
damage assessment
earthquake engineering
structural fire engineering
blast resistance design
repair and retrofit
high performance materials
resilient structural systems
resilient components and connections
novel resilient techniques

Published Papers (10 papers)

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Research

26 pages, 11085 KiB

Open AccessArticle

Research on Optimization Design of Prefabricated ECC/RC Composite Coupled Shear Walls Based on Seismic Energy Dissipation

by Jian Yang, Ming Sun, Guohuang Yao, Haizhu Guo and Rumian Zhong

Buildings 2024, 14(4), 951; https://doi.org/10.3390/buildings14040951 - 30 Mar 2024

Viewed by 404

Abstract

This study explores an advanced prefabricated composite structure, namely ECC/RC composite shear walls with enhanced seismic performance. This performance enhancement is attributed to the strategic use of engineered cementitious composites (ECC) known for their superior ductility. The study conducts both experimental and numerical simulation analyses to scrutinize the seismic energy absorption capabilities of this innovative structure. Emphasis is placed on critical aspects, such as the optimal deployment areas for ECC within composite coupling beams and shear walls, the grade of ECC strength, the proportion of stirrups in coupling beams, and the caliber of longitudinal reinforcement. Through finite element analysis, this research quantitatively assesses the impact of these variables on seismic energy dissipation, incorporating evaluations of load–displacement hysteretic behaviors and the energy dissipation potential of ECC/RC shear wall samples. The findings suggest the optimal ECC application in the coupling beams, and within a 14% structural height at the base of shear walls. Recommended design parameters include an ECC strength grade of E40 (40 MPa), longitudinal reinforcement of HRB400 (400 MPa), and a stirrup ratio in coupling beams of 0.5%. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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14 pages, 8619 KiB

Open AccessArticle

Experimental Studies and Finite Element Analysis of Socket-Type Keyway Steel Pipe Scaffolding

by Chenyang Zhang, Jianjun Yang, Liqiang Jiang and Yanqing He

Buildings 2024, 14(1), 245; https://doi.org/10.3390/buildings14010245 - 16 Jan 2024

Viewed by 653

Abstract

Scaffolding is an integral temporary structural system in the field of construction engineering. However, the current scaffolding commonly has the shortcomings of low construction efficiency and high risk. This paper proposes a novel socket-type keyway steel pipe scaffolding, which can well solve the shortcomings of the existing scaffolding. Due to less research related to scaffolding in the past decades, it has resulted in a high number of scaffolding accidents. In order to avoid the occurrence of scaffolding accidents, it is necessary to systematize the study of this novel type of scaffolding. This study is an extremely important reference for the use and design of this novel type of scaffolding. To explore the ultimate load capacity and destabilization mode of the novel socket-type keyway steel pipe scaffolding, full-scale tests were conducted on the socket-type keyway steel pipe scaffolding with cantilever heights of 1.2 m and 0.5 m. The test results indicate that the ultimate load capacity of the scaffolding with a cantilever height of 1.2 m is 196 kN, and the destabilization mode is local instability. The ultimate load capacity with a cantilever height of 0.6 m is 276 kN, and the destabilization mode is half-wave buckling. This phenomenon shows that the different cantilever heights of the scaffolding have a significant effect on the load capacity and destabilization mode. Moreover, the load capacity decreases significantly with increasing cantilever length. The finite element model was established using SAP2000 v21 and compared with the test results. The error between the ultimate load capacity in the finite element linear elastic buckling analysis and the test results is 25%. The error between the calculated ultimate load capacity in the nonlinear buckling analysis considering the initial geometrical defects and the test results is 4%. Therefore, the nonlinear buckling analysis considering the initial geometrical defects is more in line with the force situation of the structure in the real situation. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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14 pages, 2870 KiB

Open AccessArticle

Feasibility Study of Steel Derailment Containment Provisions through Quasi-Static Experiments

by Huy Q. Nguyen, Hoe-Jin Kim, Nam-Hyoung Lim, Yun-Suk Kang and Jung J. Kim

Buildings 2024, 14(1), 171; https://doi.org/10.3390/buildings14010171 - 10 Jan 2024

Viewed by 612

Abstract

Railway derailments present a safety hazard, carrying the potential for severe consequences for both human lives and the economy. Implementing derailment containment provisions (DCPs) near the track centerline is essential for mitigating risks in operating high-speed rail (HSR) while providing significant advantages for the large-scale upgrade of existing railway infrastructure. Therefore, this paper investigated the feasibility of a DCP system made of steel through quasi-static experiments, aiming to enhance safety in HSR operations. Initially, single anchor tests were conducted to assess its capacity to withstand applied loads, prevent the pullout of steel anchors, and avoid the local rotation of the steel frame. Then, full-scale steel DCP systems were manufactured and tested for quasi-static load at different locations, including the mid-anchor, the mid-span, and the end-anchor. The relationship between applied load and displacement, along with the initial stiffness of the DCP specimens, was discussed. The findings revealed that the single anchor can withstand an applied load of up to 197.9 kN. The DCP specimen maintained structural integrity at the 207 kN target load under all load scenarios, showing a maximum displacement of 8.93 mm in the case of applied load at mid-span. Furthermore, the initial stiffness of the DCP systems was 1.77 to 2.55 times greater than that of a single anchor, validating a force-bearing coordination mechanism among neighboring anchors and the substantial impact of the applied load positions on their stiffness. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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19 pages, 7113 KiB

Open AccessArticle

Seismic Performance Evaluation and Retrofit Strategy of Overhead Gas-Insulated Transmission Lines

by Xiaoxuan Li, Qiang Xie and Jiayi Wen

Buildings 2023, 13(12), 2968; https://doi.org/10.3390/buildings13122968 - 28 Nov 2023

Viewed by 503

Abstract

The overhead gas-insulated transmission line (GIL) in ultra-high-voltage converter stations, distinct from traditional buried pipelines, demands a thorough investigation into its seismic behavior due to limitations in existing codes. A refined finite element model is established, considering internal structure, slip between various parts, and the relative displacement at the internal conductor joint. Seismic analysis reveals the vulnerability of the GIL at the corner of the pipeline height change, with two failure modes: housing strength failure and internal conductor displacement exceeding the limit. Furthermore, the acceleration amplification coefficient of the support generally exceeds 2.0. Two retrofit methods, namely increasing the fundamental frequency of all supports and fixing the connections between all supports and the housing, have been proposed. The results indicate the effectiveness of both methods in reducing the relative displacement. Fixing all the supports effectively reduces the stress, whereas the other one yields the opposite effect. The seismic performance of a GIL is determined not by the dynamic amplification of supports, but by the control of relative displacement between critical sections, specifically influenced by the angular deformation of the pipeline’s first-order translational vibration mode along the line direction. Seismic vulnerability analysis reveals a reduction of over 50% in the failure probability of the GIL after the retrofit compared to before the retrofit, with the PGA exceeding 0.4 g. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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22 pages, 8650 KiB

Open AccessArticle

Study of the Mechanical Properties of Beam-Column Joints in a New Type of Aluminum Alloy Portal Frame

by Zhanqing Xing, Gang Wang, Xiaolin Lin, Jing Pang, Caiqi Zhao and Qiaosheng Chen

Buildings 2023, 13(11), 2698; https://doi.org/10.3390/buildings13112698 - 26 Oct 2023

Viewed by 786

Abstract

In the article, the semi-permanent aluminum alloy portal frame is used as the research background, beam-column joints are used as the research object, and experimental and numerical analyses are carried out. The influence of different bolt diameters and arch angles on the mechanical properties of beam-column joints under vertical load was analyzed using five sets of experiments. The experimental results show that the load–displacement curves of different bolt diameters in the elastic stage are basically consistent. After entering the plastic stage, the ultimate load first increases and then decreases, and the ultimate displacement is basically consistent. According to the experiment, there is no significant difference in the load–displacement curve when the arch angle increases from 90 degrees to 108 degrees. When the arch angle increases to 126 degrees, the stiffness and ultimate bearing capacity of the node under vertical load significantly increase. Then, a numerical analysis model was established to analyze the mechanical performance of beam-column joints under horizontal loads. The numerical analysis results indicate that under horizontal load, as the diameter of the bolt increases, the yield load, yield displacement, ultimate load, and ultimate displacement of the beam-column node exhibit no significant changes, and the change amplitude is minimal. When the beam-column node is subjected to horizontal loads, as the arch angle increases, the yield and ultimate displacement increase by 2.14 times and 2.78 times, respectively, and the yield and ultimate load decrease by 58% and 48%, respectively. Finally, a simplified design method for beam-column joints was proposed based on experiments and numerical analysis. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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15 pages, 3728 KiB

Open AccessArticle

Impact of Tunneling on Adjacent Piles Based on the Kerr Foundation Model Considering the Influence of Lateral Soil

by Haipeng Jia, Ning Wang, Haibin Ding and Lingxiao Guan

Buildings 2023, 13(10), 2548; https://doi.org/10.3390/buildings13102548 - 09 Oct 2023

Cited by 1 | Viewed by 549

Abstract

The Kerr foundation model simulates the interaction between piles and soil. Considering the impact of lateral soil displacement on adjacent piles, the lateral displacement and bending moment of the adjacent piles caused by shield tunnel excavation are calculated in detail. Additionally, the reactions of groups of piles are obtained by focusing on the shielding effect of the piles on the soil displacement caused by shield tunnel excavation. The validity of the solutions is verified by comparing the calculated results with the boundary element program GEPAN. Additionally, adjacent pile lateral displacement and bending moment are compared, with and without considering lateral soil effects. Furthermore, this study investigates the influence of various factors, such as soil spring stiffness, pile–tunnel distance, ground loss ratio, and pile diameter on the pile group’s lateral displacement and bending moment. The research findings indicate that increasing the soil spring stiffness or the horizontal distance between the pile and tunnel can reduce the lateral displacement and the bending moment of the pile. On the other hand, as the ground loss ratio gradually increases, the pile lateral displacement and bending moment will also increase. However, when the diameter of the pile grows, the lateral displacement reduces, while the bending moment increases. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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17 pages, 4740 KiB

Open AccessArticle

A Seismic Risk Assessment of Concrete-Filled Double-Skin Steel Tube (CFDST) Frames with a Beam-Only-Connection for Reinforced Concrete Shear Walls (BRWs)

by Hongyu Sun, Yi Hu, Junhai Zhao, Da Wang and Yi Liu

Buildings 2023, 13(9), 2378; https://doi.org/10.3390/buildings13092378 - 19 Sep 2023

Viewed by 685

Abstract

The beam-only connected reinforced concrete shear wall (BRW) is used as a reinforcing component to enhance the seismic performance of concrete-filled, double-skin steel tube (CFDST) frames. The effects of the BRW on seismic risks of CFDST frames are investigated. Three performance levels of limit states are defined and described according to the typical failure of test specimens and the existing definition of current guidance. A simplified numerical model is calibrated for CFDST frame-BRW structures, and test results validate it. Nonlinear dynamic analyses on a nine-story CFDST-BRW building are performed to investigate the effects of BRW on reducing the seismic risk of CFDST buildings. The results show that the BRW reduces the probability of collapse of the CFDST frame to 2.76% in 50 years, which can effectively reduce the probability of different degrees of damage in the service cycle of the structure. The results provide information for risk-informed decision-making on the design of CFDST frame-BRW structures. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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19 pages, 7196 KiB

Open AccessArticle

Seismic Fragility Analysis of Existing RC Frame Structures Strengthened with the External Self-Centering Substructure

by Weiheng Liu, Jianwei Zhang, Hang Liu, Fei Wang, Juan Liu and Mingjie Han

Buildings 2023, 13(8), 2117; https://doi.org/10.3390/buildings13082117 - 21 Aug 2023

Viewed by 857

Abstract

Based on a practical engineering case of seismic strengthening, this paper used the enlarging cross-section method and an external self-centering substructure to improve the seismic performance and seismic resilience of existing frame structures. Among them, the external self-centering substructure included setting a self-centering precast beam and diagonal braces. Utilizing the OpenSees finite element platform, a seismic fragility analysis was carried out to compare the improvements in seismic performance and seismic resilience before and after strengthening. The analysis results show that the proposed modelling method could be simulated satisfactorily. The maximum inter-story drift and the residual inter-story drift of the strengthened frame structures decreased significantly under the same peak ground acceleration. The peak ground acceleration of the strengthened frame structures significantly increased under different performance levels. Additionally, the exceedance probability of the strengthened frame structures was obviously reduced, which reflected that the seismic performance and seismic resilience of the strengthened frame structures were significantly improved. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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15 pages, 4172 KiB

Open AccessArticle

A Study on the Applicability and Accuracy of the Discrete Element Method for Plates Based on Parameter Sensitivity Analysis

by Fei Guo and Jihong Ye

Buildings 2023, 13(6), 1567; https://doi.org/10.3390/buildings13061567 - 20 Jun 2023

Cited by 2 | Viewed by 776

Abstract

In order to verify the accuracy and applicability of the discrete element method (DEM) in dealing with geometrically large deformations of continuous plate structures, both a single-parameter analysis and an orthogonal design method were adopted to analyze the displacement responses of the plate structures and were compared with those calculated using the finite element method (FEM). The single-parameter change condition involved the thickness-to-width ratio, elastic modulus, or Poisson’s ratio, while the multi-parameter change included boundary conditions, dimensions, load forms, thickness-to-width ratio, elastic modulus, and Poisson’s ratio. The results showed that displacements of the target locations were basically identical to those obtained according to FEM, with a maximum error of less than 5% under the single-parameter change condition. The maximum displacement error of the plate structures calculated using the DEM and FEM, respectively, was 4.212%, and the mean error and extreme difference of error parameters were 2.633% and 2.184%, respectively. These results indicate that the displacements of the plate structures calculated using the DEM were highly consistent with those obtained according to the FEM. Additionally, single-parameter changes and multi-parameter changes barely influenced the accuracy and suitability of the DEM in solving displacement response problems of plate structures. Therefore, the DEM is applicable in terms of dealing with displacement response problems of plate structures. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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16 pages, 6300 KiB

Open AccessArticle

Analysis of the Ultimate Load-Bearing Capacity of Steel-Clad Concrete-Filled Steel Tube Arched Protective Doors under Blast Shock Waves

by Shangwei Dong, Zhimin Tian, Xingwei Cao, Ce Tian and Zhenyu Wang

Buildings 2023, 13(6), 1424; https://doi.org/10.3390/buildings13061424 - 31 May 2023

Viewed by 839

Abstract

The mechanism of blast damage to steel-clad concrete-filled steel tube (SCCFST) arched protective doors is studied using the dynamic response characteristics of such loads under the action of blast shock wave loads, and the ultimate blast load-bearing capacity formula is derived based on the “plastic hinge” damage mode of the doors using limit analysis, which explores the effect of the blast shock wave. The effect of the design parameters of each component of the protective door on the load-bearing capacity subjected to blast shock waves is discussed. Results show that the damage mechanism under a uniform radial load on the outer surface of the SCCFST arched protective door is characterized by the plastic hinge lines at the two arch feet, which results in a slip fracture and renders the protective door unstable. The load-bearing capacity of the SCCFST arched protective door depends on the coordinated functioning of the cross-sectional outer cladding steel plate and inner connecting partition, concrete-filled steel tube, and restraining concrete outside the steel tube. The load-bearing capacity of each of the three parts differs with the varying cross-sectional occupancies. Full article

(This article belongs to the Special Issue Disaster Mitigation, Risk Reduction, and Resilience Design of Engineering Structures)

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