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Steel Structures Building: Mechanical Properties and Behaviour Analysis

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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 (29 February 2024) | Viewed by 10722

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Prof. Dr. Xian Li

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Guest Editor

School of Mechanics and Civil Engineering, China University of Mining and Technology, Xuzhou 221116, China
Interests: behavior of steel and composite structures; seismic behavior; buckling; stability; steel corrosion; corrugated steel plates
Special Issues, Collections and Topics in MDPI journals

Dr. Wei Li

E-Mail Website
Co-Guest Editor

College Civil Engineering and Architecture, Wenzhou University, Wenzhou 325035, China
Interests: behavior of steel and composite structures; seismic behavior; design of deconstruction; demountable steel structures; beam-column joints; steel frames

Special Issue Information

Dear Colleagues,

We would like to invite you to submit your papers to our upcoming special topic on Steel Structures Building: Mechanical Properties and Behaviour Analysis for our journal. As we all know, steel structures are becoming increasingly popular in modern building construction due to their high strength, durability, and resistance to various environmental factors. This special topic aims to provide a comprehensive understanding of the mechanical properties and behavior analysis of these structures, which is essential for ensuring their safety and effectiveness.

We are seeking submissions that focus on the following areas:

Mechanical properties of steel structures
Behavior analysis of steel and composite structures
Fatigue and fracture in steel structures
Corrosion and durability of steel structures
Temperature effects on steel structures
Seismic retrofit of steel structure
Health monitoring and testing of steel structures

This special topic provides a great opportunity for you to share your research and contribute to the growth of the knowledge in this field. We encourage you to submit your papers, which will undergo a rigorous review process to ensure high-quality content.

We look forward to receiving your submissions and working with you to advance our understanding of Steel Structures Building: Mechanical Properties and Behaviour Analysis.

Prof. Dr. Xian Li
Dr. Wei Li
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.

Related Special Issue

Steel Structures Building: Mechanical Properties and Behavior Analysis—2nd Edition in Buildings

Published Papers (13 papers)

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Research

21 pages, 3373 KiB

Open AccessArticle

Theoretical and Numerical Simulation Study on the Ultimate Load Capacity of Triangular and Quadrilateral Truss Structures

by Xianquan Wang, Yong Qiu, Jie Yuan, Dongyan Liu, Peiyu Shi, Chenchen Zhao, Shanyuan Xu and Tengfei Zhao

Buildings 2024, 14(4), 928; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings14040928 - 28 Mar 2024

Viewed by 390

Abstract

Spatial truss structures (STSs), serving as the bottom support structure of a cooling tower, effectively harness the superior load-bearing capacity offered by lattice-type truss structures. STSs are composed of main bars, diagonal bars, and horizontal bars, with horizontal bars serving as vital components of the truss structure. They play a pivotal role in maintaining the overall integrity and stability of the structure. The proportional relationship between the stiffness of each bar in STSs has a profound impact on the mechanical characteristics of the overall structure. This relationship directly influences the ultimate load-bearing capacity of the structure. Therefore, conducting research on the influence patterns of this relationship is of utmost importance. This paper explores the study of triangular truss structures (TTSs) and quadrilateral truss structures (QTSs). Firstly, through theoretical analysis, considering structural elements such as the stiffness of the horizontal bars, the number of layers in the truss, and the angle between the diagonal bars and the horizontal bars, theoretical expressions for the calculation of the ultimate load capacity of TTSs and QTSs are derived. Furthermore, a parametric finite element (FE) model was established for the TTSs and QTSs. Through numerical simulations, the validity of the theoretical calculation expressions was verified. Finally, this paper discusses the influence of factors such as the stiffness of the horizontal bars, the number of layers in the truss, and the angle between the diagonal and horizontal bars on the TTSs and QTSs. It analyzes the patterns and trends of these influences. The research results indicate that the theoretical and numerical simulation results for the TTSs have an error ranging from 0.40% to 4.93%, while the relative error for the QTSs ranges from 1.59% to 4.88%. These errors are within an acceptable range for engineering calculations. As the stiffness of the horizontal bars increases, the proportionality coefficient of the truss’s ultimate load capacity shows an initial increase followed by a stable trend. It reaches an equilibrium state when the stiffness of the horizontal bars reaches a certain threshold. As the number of layers in the truss and the angle between the diagonal and horizontal bars increase, the proportionality coefficient of the load capacity gradually decreases. The research findings provide a theoretical basis for the application of TTSs and QTSs in cooling towers. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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14 pages, 3068 KiB

Open AccessArticle

Study on the Ultimate Load-Bearing Capacity of Disc Buckle Tall Formwork Support Considering Uncertain Factors

by Hua Huang, Zhenfeng Peng, Jinkun Hou, Xudong Zheng, Yuxi Ding and Han Wu

Buildings 2024, 14(3), 828; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings14030828 - 19 Mar 2024

Viewed by 448

Abstract

Disc buckle steel pipe brackets are widely used in building construction due to the advantages of its simple structure, large-bearing capacity, rapid assembling and disassembling, and strong versatility. In complex construction projects, the uncertainties affecting the stability of disc buckle steel pipe support need to be considered to ensure the safety of disc buckle steel pipe supports. A surrogate model based on a deep neural network is built and trained to predict the ultimate load-carrying capacity of a stent. The results of the finite element model calculations are used to form the sample set of the surrogate model. Then, we combined the computationally efficient DNN surrogate model with the Monte Carlo method to consider the distribution of the ultimate load capacity of the disc buckle bracket under the uncertainties of the bracket node pin wedge tightness, the wall thickness of the steel pipe, and the connection of the connecting wall member. At the same time, based on the DNN model, the SHapley Additive exPlanations (SHAP) interpretability analysis method was used to study the degree of influence of various uncertainty factors on the ultimate bearing capacity of the stent. In practical engineering, the stability analysis of a disc buckle tall formwork support has shown that a surrogate model based on a deep neural network is efficient in predicting the buckling characteristic value of the support. The error rate of the prediction is less than 2%. The buckling characteristic values of the bracket vary in the range of 17–25. Among the various factors that influence the buckling characteristic value of the bracket, the joint wedge tightness has the greatest impact, followed by the bottom and top wall-connecting parts. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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18 pages, 7610 KiB

Open AccessArticle

Numerical Simulation Study on Mechanical Bearing Behavior of Arch Steel–Concrete Composite Sandwich Roof

by Mai-Li Cheng, Shao-Heng Guo and Zhi-Peng Huo

Buildings 2024, 14(1), 218; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings14010218 - 13 Jan 2024

Viewed by 619

Abstract

In order to study the mechanical bearing behavior of arched sandwich roof structures, a full combination and independent action mode of concrete sandwich composite panels was constructed using the finite element method, and an arched steel–concrete composite sandwich roof with a span of 18 m was subjected to a numerical simulation test under a full-span vertical uniformly distributed load, with the bearing characteristics of the arched sandwich roof discussed in depth. The results show that the cross-sections of l/16 and l/2 of the elliptical arch sandwich roof are weak sections, and the tensile cracking of concrete appears for the first time in the upper and lower wythes of the elliptical arch sandwich roof, the von Mises stress level of the lower wythe of the l/16 section is higher under the ultimate load, and the roof shows four-part form failure characteristics. With the expansion of the cracking range of the upper and lower concrete wythes of the steel–concrete composite sandwich arch roof, the load–displacement curve of the roof structure does not decrease significantly, and the bearing capacity of the structure is high and the vertical deformation is small. The steel–concrete composite segment at the end of the roof effectively strengthens the edge constraint of the roof and improves the integrity of the sandwich roof. The upper and lower concrete wythes of the sandwich roof show a fully combined action mode in the elastic working stage and, when the concrete cracks, it shows a partial combined action mode. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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17 pages, 3257 KiB

Open AccessArticle

Analytical Study of Structural Conformation and Prestressing State of Drum-Shaped Honeycomb Quad-Strut Cable Dome Structure with Different Calculation Methods

by Hui Lv, Zhaoquan Chen, Shilin Dong, Zhongyi Zhu, Xin Xie and Yanfen Zhong

Buildings 2024, 14(1), 179; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings14010179 - 10 Jan 2024

Viewed by 595

Abstract

Building upon the analytical study of the structural configuration and prestress state of the drum-shaped quad-strut cable dome, we conducted further investigation into its structural configuration. By employing the nodal equilibrium equations to solve the prestress state analysis of the cable dome, we compared the effects of two different cable laying methods on the prestress state of the cable dome structure. These methods include equal length of the radial horizontal projection of the upper chord ridge cables and equal radial chord length of the upper chord ridge cables. The analysis results show that the radial length of the top chord and its corresponding radial horizontal projection length of the cable dome structure can effectively reflect the trend of the prestress state of the structural configuration. Furthermore, by using a rise-to-span ratio of 0.11 as a threshold, the cable dome configuration is categorized into the flat spheroidal structural configuration and the small hemispheroidal structural configuration. When the structure is analyzed using a small rise-to-span ratio, the difference in prestress calculations between the two structural configurations is found to be less than 10%. Additionally, the structure exhibits a more uniform distribution of prestress, with the prestress gradually increasing from the inner circle to the outer circle. However, when the rise-to-span ratio increases, the difference between the prestress calculation results of the two configurations also increases, emphasizing the need to deploy upper chord ridge cables based on equal radial chord lengths (arc lengths). The research presented in this paper provides a novel insight into the structural topological form and prestress state calculation of cable domes with this configuration. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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25 pages, 15028 KiB

Open AccessArticle

Finite Element Analysis and Parametric Study of Panel Zones in H-Shaped Steel Beam–Column Joints

by Wei Li, Hai-Tao Fan, Heng Ye, Xu-Chuan Lin and Lian-Meng Chen

Buildings 2023, 13(11), 2821; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13112821 - 10 Nov 2023

Cited by 1 | Viewed by 802

Abstract

This paper investigates the mechanical properties of a traditional welded rigid joint with a weakened panel zone under seismic load. The created finite element model is calibrated by the high-strength steel joint test, carried out by the team in the early stage, and the effectiveness of the finite element method was verified. The finite element software ABAQUS is used to investigate the influence of different joint web thicknesses on the mechanical properties of middle column joints under a low-cyclic-loading test. Supported by a validated numerical model, the ductility, energy dissipation, and other properties of different thicknesses of panel zone column webs are carefully analyzed. The results indicate that the thickness of the web plate in the panel zone significantly affects the location of the joint plastic hinge. The ultimate loading capacity of the joints increased significantly with an increase in the thickness of the webs in the panel zones. Compared with the joint with a weakened panel zone, the hysteresis curve of the strengthened joint is fuller; meanwhile, it cannot alleviate the stress concentration at the weld holes of the web. When the thickness of the joint domain web is too weak, excessive deformation in the joint domain will lead to a decrease in the bearing capacity of the joint, causing damage. The stiffness degradation coefficient of the web-thickened specimen was found to be dominated and controlled by the stiffness of the beam; however, with an increase in the thickness of the web, the stiffness degradation coefficient remained basically unchanged. Finally, a recommendation for weakened beam–column interior joints based on the steel frame panel zone is made, which will lay a foundation for the simulation and analysis of the seismic performance of this structure. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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18 pages, 8172 KiB

Open AccessArticle

High-Cycle Fatigue Crack Growth in T-Shaped Tubular Joints Based on Extended Finite Element Method

by Wenbin Lv, Beidou Ding, Kunpeng Zhang and Tianqi Qin

Buildings 2023, 13(11), 2722; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13112722 - 28 Oct 2023

Viewed by 791

Abstract

High fatigue load, which exists widely in steel building structures, likely leads to brittle failure at the joints, supports, and so on. This can lead to the partial or total damage of the structure and even to cause the collapse of the whole structure. This article aims to provide a method to simulate high-cycle crack propagation in tubular joints, which is one of the most common types occurring in steel structures. Firstly, sixteen T-shaped tubular joint models under different load conditions and initial crack dimensions were built through the coordinate mapping method. Secondly, based on the extended finite element method (XFEM), an algorithm was developed by combining the secondary development in Abaqus and a quasistatic simulation method to simulate high-cycle crack growth in tubular joints under a constant amplitude. The results of the simulations were compared with experimental data. The study found that the surface stress calculated from the tubular joint models using the coordinate mapping method was close to the experimental data. Through the comparison of the crack propagation rate and the crack growth process between the simulation and experiment results, the simulation method was validated. When a crack penetrated the tube wall, the difference in the load cycles between the simulations and the experiment was 9.5%. The initial crack dimension had an impact on the crack propagation, with the decrease in the a/c and KII generally becoming the dominant factor with respect to the crack growth, while the fatigue life of the joints tended to increase. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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29 pages, 17344 KiB

Open AccessArticle

Study of the Seismic Behavior of Simplified RCS Joints via Nonlinear Finite Element Analysis

by Wei Li, Zhexiong Wang, Xuchuan Lin, Lianmeng Chen and Baixi Chen

Buildings 2023, 13(11), 2718; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13112718 - 28 Oct 2023

Viewed by 795

Abstract

Compared to more complex structures, simply configured reinforced concrete column–steel beam (RCS) composite structures have more promising application prospects, especially in regions with moderate–high seismic levels, due to their ease of construction. However, the current understanding of the seismic performance of simplified RCS joints is not sufficient. Validated by experimental results, a nonlinear finite element analysis (FEA) model was developed in this study to reveal the seismic behavior of simplified RCS joints. Six vital design parameters, namely axial load ratio, concrete strength, yield strengths of steel webs and flanges, and diameters of transverse and longitudinal reinforcements, were comprehensively studied. Research has shown that the axial compression ratio has a significant impact on the failure mode and bearing capacity of joints. When the concrete strength increases, the load-bearing capacity of the joints significantly increases, while the brittleness of high-strength concrete leads to a decrease in its deformation capacity. In addition, when the steel beam strength is constant, higher flange and web yield strengths have a limited influence on crack propagation and strain development. The stirrup reinforcement ratio and longitudinal reinforcement ratio play a significant role in inhibiting crack propagation and improving the bearing capacity, respectively. With the help of the numerical results, six theoretical models introduced by national codes and other researchers were compared. Among them, the modified model proposed by Kanno demonstrated the highest accuracy and was the most suitable for simply configured RCS joints. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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21 pages, 16434 KiB

Open AccessArticle

Seismic Fragility Analysis of Steel Pipe Pile Wharves with Random Pitting Corrosion

by Xuan Zhao, Xu Liao, Zhaohui Hu, Xian Li, Ying Nie, Jun Liu and Yuming Xu

Buildings 2023, 13(10), 2619; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13102619 - 17 Oct 2023

Viewed by 800

Abstract

This paper investigates the seismic damage behavior of steel pipe pile wharves after pitting corrosion. The seismic intensity is treated as random, and a probabilistic strength model for randomly pitting corroded steel is utilized to assess the seismic response of a typical steel pipe pile wharf. By analyzing the internal force response of each pile and the deformation response of the deck and soil slope, the process of seismic failure in steel pipe pile wharves with different pitting corrosion ratios is investigated. The results demonstrate that pitting corrosion amplifies the internal force within the steel pipe piles, leading to more severe seismic damage. Additionally, probabilistic seismic demand functions are established for the most vulnerable row of piles affected by random pitting corrosion, and the seismic fragility of the pipe pile wharves considering different pitting corrosion ratios is evaluated. These findings provide valuable insights for the design and strengthening of steel pipe pile wharves. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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24 pages, 14627 KiB

Open AccessArticle

Numerical Study on Seismic Behavior of Demountable Joints Consisting of Reinforced Concrete Columns and Steel Beams

by Jianguo Cai, Zhong Deng and Wei Li

Buildings 2023, 13(10), 2558; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13102558 - 10 Oct 2023

Cited by 1 | Viewed by 1306

Abstract

In this study, three new types of demountable connections, consisting of reinforced concrete columns and steel beams, are proposed, and their seismic performance is investigated through the use of cyclic loading tests. The test results reveal that these three demountable RCS joints show good seismic performance, in which the ductility coefficients of specimens RCS-1 and RCS-2 are improved by 69% and 109%, respectively, compared with the reference group of RCS-0 specimens. Various parameters, such as the beam flange thickness, bolt strength, and connecting steel strength, were analyzed using the finite element software ABAQUS 2021 to determine the effect of these parameters on the seismic performance and behavior of the connections. The results also show that the three demountable RCS joints are very sensitive to the variation in beam flange steel thickness, while the connector steel strength and bolt type have very little effect on the joint load-carrying capacity. In addition, different current theoretical approaches for calculating the shear bearing capacity in the panel zone of joints are discussed. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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12 pages, 1721 KiB

Open AccessArticle

Design Optimisation for Cable Dome Structures Based on Progressive Collapse Resistance

by Lian-Meng Chen, Sun-Kai Yan, Zhi-Chao Jiang, Kai-Yu Huang, Ze-Bin Li, Wei Li, Yi-Yi Zhou and Shi-Lin Dong

Buildings 2023, 13(9), 2353; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13092353 - 15 Sep 2023

Viewed by 631

Abstract

This study proposed a framework of optimal design for flexible cable dome structures based on progressive collapse resistance. First, a quantitative evaluation method for nonlinear robustness based on robustness control theory to reflect the structural progressive collapse resistance was proposed. Second, an actual engineering structure was used as a case study to evaluate the effects of design parameters on structural robustness. Finally, a genetic algorithm was used as an optimisation algorithm to further optimise the element cross-section and the structural shape and obtain a combined optimisation rate. The results indicated that increasing the element cross-sectional area, decreasing the structural span, and increasing the rise-to-span ratio effectively improved the structural robustness. The structural robustness was also effectively improved through the optimal design of element cross-sections by increasing element cross-sections sensitive to structural robustness and decreasing those insensitive to structural robustness. In this study, the combined optimisation rate was 38.27%, which was not only greater than the individual optimisation rates of 11.2% for element cross-sectional area optimisation and 22.5% for structural shape optimisation but also the sum of these two rates. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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22 pages, 12765 KiB

Open AccessArticle

Experimental Analysis of Watertightness Performance of Interfaces between Masonry and Steel Structures Subjected to Accelerated Aging

by Alex de Freitas Bhering, Rayane Neves Franco, Mariana Araújo dos Santos, Lorena de Melo Sathler, Leonardo Gonçalves Pedroti, Humberto Varum, Gustavo de Souza Veríssimo and José Luiz Rangel Paes

Buildings 2023, 13(9), 2123; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13092123 - 22 Aug 2023

Viewed by 644

Abstract

Steel buildings often experience failure at the interfaces between their vertical exterior enclosure systems (VEESs) and structural elements. This phenomenon generates various pathological manifestations in steel buildings, resulting in the precocious decay of the structure and the diminishment of its service life. The treatment of these interfaces is essential for ensuring their proper performance and watertightness, and to protect the durability of the steel structure. This paper proposes a method for treating common interface joints between masonry and steel structures with the application of an EPDM (ethylene propylene diene monomer) elastomer membrane. The main goal of this building technique is to ensure the durability and watertightness of the interface’s joints when they are subjected to aging triggered by heat exposure and thermal shock. The experimental models tested consisted of a steel frame and a conventional masonry vertical enclosure system with ceramic blocks plastered with cement mortar. The models were subjected to ten cycles of heat exposure and thermal shock for the purpose of simulating accelerated aging, followed by a watertightness experiment that simulated the action of both rain and wind pressure. The interfaces between masonry and the steel structure proposed in this study allowed adequate differential movements between the parts, without damage to joints and masonry. Only small cracks were observed in the outer test region of all of the interfaces tested. In the regions of the joints treated with the EPDM membrane, no alterations were visible to the naked eye. During the cycles of the heat exposure and thermal shock test, the maximum relative horizontal displacements observed in the joints were 0.743 mm for vertical joints and 0.230 mm for horizontal joints, indicating the accurate reproduction of the behavior expected from an untied interface. The results obtained in the previously mentioned watertightness test showed that no humidity stains were found on the inner face of any of the specimens, even after the continuous application of a pneumatic pressure of 400 Pa for eight hours. Therefore, the results indicated satisfactory performance in terms of durability and watertightness in all evaluated cases, indicating that the application of an EPDM membrane can be effective in preventing water leaks in the interfaces between masonry and steel elements, thus contributing to ensuring the steel structure’s durability. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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13 pages, 2232 KiB

Open AccessArticle

Analysis and Evaluation of the Progressive Collapse of Cable Dome Structures Induced by Joint Damage

by Lian-Meng Chen, Kai-Yu Huang, Yi-Jie Liu, Ze-Bin Li, Yi-Hong Zeng, Wei Li, Yi-Yi Zhou and Shi-Lin Dong

Buildings 2023, 13(8), 2072; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13082072 - 15 Aug 2023

Viewed by 650

Abstract

The current literature lacks an effective progressive collapse analysis of a cable dome structure induced by joint damage. In this study, a dynamic analysis was performed using actual construction cases, an ANSYS LS-DYNA analysis platform, and a fully dynamic equivalent load instantaneous removal method. First, the structure’s dynamic responses and collapse modes induced by different joints with different types of damage were explored. Subsequently, joint importance coefficients were proposed depending on the structure’s displacement before and after joint removal, and the relationships between the joint importance coefficients and the joint properties and collapse modes, respectively, were then identified. Finally, the relationship between the joint damage and the connected component damage was explored. The results revealed that different joints and identical joints with different types induced a variety of dynamic responses. However, the dynamic response induced by the discontinuous joint damage was more apparent than that induced by the continuous joint damage. When a continuous joint model was used, the damage on all joints did not result in the progressive or local progressive collapse of the structure. Thus, all these joints were considered as common joints. However, when a discontinuous joint model was used, the failure of the joints resulted in three distinct collapse modes, namely a progressive collapse, a local progressive collapse, and a nonprogressive collapse, corresponding to the key joints, the important joints, and the common joints, respectively. These three types of joints corresponded to different importance coefficients. When damage occurred in the discontinuous joints separately linked to the key components, the important components, and the common components, the joints resulted in the progressive collapse, local progressive collapse, and nonprogressive collapse, respectively, of the structure. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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26 pages, 6530 KiB

Open AccessArticle

Study on the Dynamic Response of the Component Failure of Drum-Shaped Honeycomb-Type III Cable Dome with Quad-Strut Layout

by Hao Zhang, Hui Lv, Zhongyi Zhu, Zhaoquan Chen and Yiyi Chu

Buildings 2023, 13(8), 1894; https://0-doi-org.brum.beds.ac.uk/10.3390/buildings13081894 - 26 Jul 2023

Cited by 3 | Viewed by 1000

Abstract

The drum-shaped honeycomb-type cable dome departs from traditional concepts and incorporates the idea of multiple strut configurations. It is the most diverse type of cable dome structure. Both cables and struts serve as the main load-bearing components. Analyzing the effects of local component failure is crucial for designing large-scale cable domes able to resist continuous collapse. A numerical analysis model using the ANSYS finite element method with a 120 m span is established. Dynamic analysis methods are employed to study the response of structural internal forces and displacements during the failure of different component types. By defining the internal force dynamic coefficient and change coefficient, the structural continuity collapse resulting from component failure is determined based on computational results and observation of structural deformations. Furthermore, the importance of the various components within the overall structure is classified. The research findings indicate that the failure of individual components does not cause overall instability of the structure. The importance level of the ring cables and some upper chord ridge cables is higher than that of the inclined cables. Class a struts have a higher importance level than class b struts. Additionally, the importance level of outer ring components is higher than that of inner ring components. Full article

(This article belongs to the Special Issue Steel Structures Building: Mechanical Properties and Behaviour Analysis)

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