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Seismic and Durability Performance of Steel Connections

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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: 30 November 2026 | Viewed by 5374

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Prof. Dr. Linfeng Lu

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School of Civil Engineering, Chang’an University, Xi’an 710061, China
Interests: seismic design; steel frame; connection; cold-formed steel; corrosion; composite structures
Special Issues, Collections and Topics in MDPI journals

Special Issue Information

Dear Colleagues,

This Special Issue brings together a series of papers that highlight recent progress in the field of steel frame connections, with particular emphasis on seismic analysis and design of innovative connection systems, as well as seismic damage assessment, evaluation, repair, and retrofit strategies.

The severe failures observed in steel connections during the Northridge (1994) and Kobe (1995) earthquakes exposed fundamental design deficiencies and marked a turning point in seismic engineering research. In the decades since, intensive global efforts have led to the development of a wide range of high-performance connections, aiming to improve energy dissipation, ductility, and post-earthquake reparability.

With the rapid emergence of prefabricated and modular steel structures, novel connection types with distinct mechanical behaviors and construction requirements have continued to evolve. These new demands have expanded the research landscape, pushing the boundaries of both experimental investigation and analytical modeling.

In parallel, increasing attention has been paid to the long-term durability of steel connections, especially in aggressive or extreme environments where corrosion can significantly compromise structural performance. Corrosion-induced degradation not only reduces the strength and stiffness of connection components but also alters their seismic response and failure modes, posing new challenges for both design and maintenance. Integrating corrosion resistance and durability considerations into seismic design has therefore become a critical research frontier.

Given that connections often govern the failure modes and deformation capacity of steel frames under seismic loading, understanding their performance—considering both seismic and environmental demands—is crucial for ensuring structural safety and resilience. Ongoing research into their behavior under combined seismic and corrosive actions, degradation mechanisms, and performance-based design is not only academically valuable but also essential for advancing modern, durable, and resilient steel construction practices.

Prof. Dr. Linfeng Lu
Guest Editor

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Keywords

steel connections
seismic performance
corrosion degradation
durability
post-earthquake retrofit
prefabricated structures
modular construction
failure mechanisms
environmental effects
performance-based design

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Published Papers (7 papers)

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Research

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21 pages, 26826 KB

Open AccessArticle

Experimental Investigation of Flexural Performance of Prestressed Precast Hollow-Core Slabs with Foam Inserts and Wet Joints

by Lina Zhuang, Yuan Liao, Jinzhou Chen and Shujun Hu

Buildings 2026, 16(15), 3112; https://doi.org/10.3390/buildings16153112 - 5 Aug 2026

Viewed by 231

Abstract

This study introduces a novel prestressed precast hollow-core slab system with integrated polystyrene foam inserts and a spliced design utilizing cast-in-place wet joints, aiming to resolve the inherent trade-off between self-weight reduction and load-bearing capacity in precast floor systems. An experimental investigation was conducted on three individual slabs with varied foam geometries and four jointed slabs with different foam configurations and joint concrete types. All specimens were tested under four-point bending. The experimental program meticulously assessed failure modes, load–displacement characteristics, and load–strain relationships of the proposed slab systems. Results reveal that the hollow-core slabs exhibited failure mechanisms similar to conventional cast-in-place slabs, with cracking initiating in the pure bending region and then propagating along the slab edges. Specifically, specimens with square and circular foam inserts achieved weight reduction rates of 24.57% and 19.78%, respectively. Concurrently, their ultimate loads increased by 32.39% and 46.46% compared to the cast-in-place control. The prestressing tendons remained elastic at ultimate load, confirming that failure was governed by concrete crushing in the compression zone rather than tendon rupture, which represents a ductile failure mode providing sufficient warning prior to collapse. For the jointed specimens, while cracks fully penetrated the foam inserts in the pure bending zone, no cracking occurred at the wet joint interfaces, signifying robust composite action. The load capacity of these jointed specimens surpassed that of the equivalent cast-in-place slab by 19.1% to 50.7%. Based on an evaluation of material cost, structural efficiency, and flexural performance among the tested configurations, the combination of square foam inserts and conventional C40 concrete in the wet joint is recommended. This research provides a critical experimental foundation for the development of lightweight, high-performance precast floor systems in prefabricated concrete construction. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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20 pages, 8628 KB

Open AccessArticle

Experimental Investigation of Tensile Behavior of One-Side-Bolted T-Stub Connections

by Yanting Zhuang, Tao Qin, Yuan Liao, Hengli Cai and Shujun Hu

Buildings 2026, 16(13), 2519; https://doi.org/10.3390/buildings16132519 - 25 Jun 2026

Viewed by 358

Abstract

In this paper, an innovative T-stub connection with square-neck one-side bolts (TS-SNUBC) is developed to improve the bearing capacity and construction reliability of the box column-H beam joint. Twelve T-stub specimens, considering variations in bolt type, flange thickness, and bolt hole orientation, were designed and tested under uniaxial tension. The failure modes, load–displacement responses, ultimate load-bearing capacities, and key quantitative mechanical indicators (initial stiffness, ductility index and cumulative energy dissipation) of the specimens were evaluated. The results indicate that all specimens failed due to the yielding of the thin flange. Specimens with conventional bolts demonstrated the highest load-bearing capacity, followed by those with TS-SNUBC and then slotted one-side bolts. Increasing the thin flange thickness significantly improved the ultimate bearing capacity of the TS-SNUBC specimens. Notably, TS-SNUBC specimens with thin flange thicknesses below 10 mm experienced tear-out failure. Furthermore, specimens with horizontally oriented bolt holes exhibited higher load-bearing capacity than those with vertically oriented holes. A thin flange thickness above 10 mm ensures high initial stiffness, and TF12H has a stiffness of 32.00 kN/mm. Ductility gradually reduces with the growth of thin flange thickness. Energy dissipation decreases sharply when the thin flange is thicker than 10 mm. The joint with 16 mm thick flange, 8 mm thin flange and horizontally arranged square-neck one-side bolts presents the best comprehensive performance. The proposed TS-SNUBC shows favorable bearing performance and initial stiffness, offering a promising solution for reliable and efficiently constructed connections between box columns and steel beams. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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43 pages, 8287 KB

Open AccessArticle

Computational Modelling and Comparative Evaluation of Global Geometry and Mass Efficiency in Steel Roof Typologies for Additive Manufacturing

by Michał Urbanek and Anna Stefańska

Buildings 2026, 16(12), 2286; https://doi.org/10.3390/buildings16122286 - 6 Jun 2026

Viewed by 429

Abstract

The development of additive manufacturing in steel construction opens new possibilities for shaping structurally efficient and geometrically differentiated load-bearing systems. At the same time, the viability of such solutions depends strongly on their material rationality, especially at the scale of larger structural typologies. This paper presents a computational comparative screening of spatial steel roof typologies that may be relevant for future large-scale metal additive manufacturing, focusing on how global geometry, support arrangement, curvature, and structural depth influence mass efficiency under a unified structural modelling framework. Using computational modelling and comparative evaluation, the study examines how variations in structural form influence the performance of spatial systems developed within a unified design framework. The analysis demonstrates that the potential for material rationalisation of such structures is not limited to local modification of member dimensions, but is fundamentally linked to the configuration of the overall structural geometry. More than 40 structural configurations were analysed, covering seven typological variants, three rise levels, two support strategies, and two section-sizing approaches. An additional threshold sensitivity check was performed for representative variants to examine whether the main typological ranking remained stable under an alternative four-group utilisation classification. The obtained masses varied by more than one order of magnitude between the most and least favourable configurations, confirming the strong influence of global typology and support arrangement on material demand. The results highlight the importance of structural typology, support arrangement, and geometric organisation in achieving material-efficient solutions. The study therefore argues that, in the context of steel structures considered for future additive manufacturing, global form should be treated as a primary design variable rather than as a secondary outcome of local member sizing. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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18 pages, 3446 KB

Open AccessArticle

Weak-Axis Double Reduced Beam Section Connection: Seismic Performance Analysis and Design Method

by Linfeng Lu, Zihao Li, Qiuxue Xiang and Peng Pan

Buildings 2026, 16(1), 2; https://doi.org/10.3390/buildings16010002 - 19 Dec 2025

Viewed by 995

Abstract

A weak-axis moment connection incorporating a double reduced beam section and a box-reinforced panel zone (WDRBS) is introduced for hot-rolled H-shaped columns. The configuration is intended to shift inelastic demand away from the column face and to constrain weak-axis panel-zone distortion. A series of finite element models is established and calibrated to examine the cyclic response of this connection type. By varying the geometric parameters of the second reduction zone, a closed-form expression for determining its cutting depth (c₂) is formulated, allowing both reduced regions to yield concurrently, i.e., the Optimum State. The numerical investigation demonstrates that connections designed according to this equation exhibit stable hysteresis, limited weld-adjacent plastic ll rightstrain, and sufficient deformation and energy-dissipation capacities. All specimens exhibit plastic rotations greater than 0.03 rad, ductility ratios greater than 3.0, and equivalent viscous damping ratios greater than 0.3. To facilitate engineering implementation using common hot-rolled sections, a simplified method is further proposed to approximate the admissible range of c₂ with practical accuracy. While the length of the second reduction region has only a modest influence on peak strength (approximately 1.5–6%), it markedly affects the failure mechanism and plastic-hinge distribution. A stepwise design procedure for WDRBS connections is accordingly recommended. The study does not consider composite-slab interaction or gravity-load effects, and the findings—based solely on finite element simulations—require future verification through full-scale experimental testing. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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16 pages, 14130 KB

Open AccessArticle

Study of Failure Mode and Ultimate Bearing Capacity for Self-Centering SMA Connection

by Xiaozhu Fu, Shangwen Liu, Chaobin Jin and Shujun Hu

Buildings 2025, 15(18), 3254; https://doi.org/10.3390/buildings15183254 - 9 Sep 2025

Viewed by 903

Abstract

An innovative self-centering shape memory alloy (SMA) connection that is used in a steel frame beam-column joint was developed to improve the energy dissipative capacity and self-centering capacity, and reduce the residual deformation. Five self-centering SMA connections with the effect of SMA fracture, bolt bending, and bolt pretension, were designed and analyzed, so the deformation modes, failure modes, hysteresis curves, and skeleton curves of the specimens can be obtained. Then, the validated finite element analysis method was used to simulate the analysis models, considering the influences of SMA areas, angle thicknesses, and slip bolt strength. The test results show that the hysteretic curves of the SMA connection can be idealized as a flag-shape, and the bearing capacity, energy dissipative capacity, and self-centering capacity will be effectively improved by enlarging the SMA areas. The SMA wires in the connection may be fractured while the strain of the SMA wires reaches 15%, so the displacement of the SMA connection should be restricted with a strain value of 8% for safety. The effect of asymmetry for the SMA connection may cause the bolt to bend and reduce the bending capacity. In addition, the yield force of each plate is suggested to be higher than the ultimate bearing capacity of the SMA connection. Finally, based on the test and finite element analysis results, the design method of the self-centering SMA connection is proposed to avoid the unexpected failure modes and achieve the expected mechanical properties. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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19 pages, 7534 KB

Open AccessArticle

Finite Element Analysis of Vertical Bearing Performance in RC Slab–Column Joints: Effects of Bottom Reinforcement and Concealed Beams

by Xianglan Wei, Gaowang Cai, Naiwen Ke, Yuanwen Liu, Guangyu Wu and Yigang Jia

Buildings 2025, 15(16), 2905; https://doi.org/10.3390/buildings15162905 - 16 Aug 2025

Cited by 1 | Viewed by 1133

Abstract

The vertical load-bearing performance of slab–column joints is significantly affected by bottom reinforcement and concealed beams, but existing studies remain insufficient in analyzing their influence mechanisms. To address this, the effects of bottom reinforcement, concealed beam width, and punch-to-span ratio on the mechanical properties of joints are systematically investigated in this study through finite element analysis. Validating 2 experimental models and establishing 13 parametric models, the results shows that adding bottom reinforcement can enhance the late-stage bearing capacity and ductility of joints; increasing the ratio of top-to-bottom reinforcement improves bearing capacity but reduces ductility; a wider concealed beam leads to better bearing capacity and ductility performance of the joint; and under the same concealed beam width, a larger punching–span ratio reduces bearing capacity but improves ductility. This study reveals the critical role of bottom reinforcement and concealed beams in joint performance, providing a theoretical basis for optimizing design. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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Review

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29 pages, 12713 KB

Open AccessReview

Behavior, Analysis, and Design of Semi-Rigid Extended End-Plate Connections in Steel Frames: A Comprehensive Review

by Shunli Ji, Khan Fardous and Yazhou Qin

Buildings 2026, 16(13), 2488; https://doi.org/10.3390/buildings16132488 - 24 Jun 2026

Viewed by 437

Abstract

This review synthesizes findings from more than 100 journal articles, reports, and design standards on the design, simulation, and testing of steel beam-to-column connections, with emphasis on semi-rigid bolted extended end-plate (EEP) joints. The core objective of this study is to highlight the critical importance of accurately capturing this semi-rigid behavior, given the significant implications of improper modeling for the global response, safety, and design reliability of steel frames. While connections are often idealized as fully rigid or pinned, EEP connections typically exhibit a semi-rigid response governed by nonlinear moment–rotation (M–θ) behavior. The reviewed literature is organized around: (i) mechanical response and key failure mechanisms (end-plate yielding, bolt fracture, and prying action); (ii) analytical and numerical prediction methods, including component-based models and finite-element approaches capable of representing contact, bolt pretension, and cyclic degradation; and (iii) system-level implications for steel frames. Approaches used in major standards (AISC and Eurocode 3) for classifying connection stiffness and strength are compared, and experimental programs are summarized to identify the dominant parameters controlling resistance, ductility, and failure mode. Translating these component-level findings to the structural-system level, the review highlights how appropriately detailed semi-rigid EEP connections can enable moment redistribution, reduce member demands, and support stable inelastic deformation under seismic actions. Key research gaps include three-dimensional and multiaxial loading, impact and other high-rate actions, and the performance of alternative materials such as stainless steel. Full article

(This article belongs to the Special Issue Seismic and Durability Performance of Steel Connections)

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