Abstract Gusset plates are commonly used in the design and construction of trusses and bracing systems. A major design challenge is addressing the combined stability failure of the gusset plate and the steel member, which current design specifications tend to treat separately, overlooking their interaction. Although engineering models exist for designing columns with gusset plate connections, they are not widely adopted and may yield conservative or unsafe results. Numerical tools, including complex non‐linear shell finite element methods, offer a more robust solution but are error‐prone and require deep problem knowledge. Recently, component‐based finite element methods (CBFEM) have gained popularity, enabling detailed simulations of entire systems, including members and gusset plates. A key aspect is selecting the appropriate imperfection shape, often derived from linear buckling analysis (LBA), which significantly influences the load‐bearing capacity in a GMNIA (geometrically and materially nonlinear analysis with imperfections). The paper proposes criteria for choosing imperfection amplitudes in gusset plate connections, supported by CBFEM simulations and comparisons with experimental data from the literature.

Abstract Usually, pinned ends are assumed to calculate the compression capacity of closely spaced double‐angle members. In reality, the joints used in practice provide additional rotational restraints at the member's ends, which significantly influence the compression member capacity of such built‐up sections. The current study systematically investigates this effect. This is realized through a numerical parametric study using finite element models. The varied parameters are: i) member length, ii) type and dimension of the individual angle sections, iii) number of interconnections, iv) dimensions of the gusset plates at the member's ends (i.e. thickness, width and depth). Finally, a design model is introduced which is based on second order theory calculation of an eccentrically loaded column with rotational end restraints. Furthermore, appropriate stiffness functions for these rotational end restraints are presented, also including cases with plastic hinges in the gusset plate. It is shown that this new design model can accurately predict the ultimate compression capacity of closely spaced double‐angle members.

Natural vibration of axially loaded angle members with gusset plate end connections

Abstract This study presents an in‐depth investigation of a cold‐formed steel portal frame structure, originally designed in the 1950s, through advanced nonlinear analysis. The research aims to compare traditional structural modelling approaches with more detailed nonlinear modelling techniques while evaluating various retrofitting strategies. A comprehensive nonlinear analysis was conducted, accounting for all sources of nonlinearity. Multiple modelling versions were explored, including beam elements with rigid and pinned connections, as well as a hybrid model incorporating 3D columns modelled with shell or solid elements, and beam elements for diagonals and roof structure, utilizing multipoint constraints for node connections. The connections between cold‐formed steel profiles were modelled using fasteners that exhibit non‐linear force‐slip behavior. The structure's response was analyzed at both service and ultimate limit states, leading to the proposal of various retrofitting methods, such as the use of Ultra‐High‐Performance Concrete (UHPC) for columns, additional gusset plates, and profile doubling. The primary output of this study is a comparative analysis between traditional structural modeling approaches and more detailed nonlinear modeling techniques, providing insights into the accuracy and efficiency of different strategies for cold‐formed steel structures. This research contributes to the understanding of advanced modeling techniques for cold‐formed steel structures and offers practical insights for engineers and researchers involved in structural retrofitting and sustainable construction.

Evaluation of gusset plate moment connection at elevated temperatures using gene expression programming and finite element model

Analytical, experimental and numerical investigation on full-scale glulam trusses joined through birch plywood gusset plates

Gusset plate friction damper with double plate core buckling-restrained brace

Parametric study and seismic design of cross-braced frames with variable grooved gusset plate dampers

Cold-formed steel (CFS) is a type of steel manufactured at ambient temperature using bending and rolling methods, enabling enhanced precision in shape and sizing. Its adaptability, resilience, and environmental sustainability render it very beneficial for building. Furthermore, its manufacturing method is more energy-efficient than conventional steel production and decreases emissions. Nonetheless, CFS has several limitations, including vulnerability to buckling owing to its slender profile. This research especially examines beam-column constructions with cold-formed steel connections. The paper discusses an experiment utilizing the sub-assemblage frame test method to improve the connection’s resistance by emphasizing haunched gusset plates, rectangular gusset plates, and a combination of rectangular gusset plates with the top-seat angle. The results demonstrated that the lateral-torsional buckling occurred on the beam. The connection’s bolt hole exhibited a bearing failure, and the flange cleat also experienced buckling. Graphs were employed to examine the load and deflection data, with maximum load and deflection values documented for each specimen. The result shows that the type of gusset plate, the height of the beam, and the utilization of flange cleats have an impact on the performance of the connection.

Abstract This study reveals the magnitude of stress spread angles in the design of plywood gusset plates when subjected to uniaxial tension, with a specific focus on mechanical connections. Plywood plates with elevating widths at three different load-face grain angles were destructively tested. The test series continued with consecutively increased plate widths until the measured forces reached plateaus. Two models, namely, the classic and modified stress spread models, adopted from the Whitmore effective width theory, were investigated to account for the observed phenomenon. The classic stress spread model considers a rigid fastener array and an evenly distributed stress block. A closer-to-reality modified model considers the summation of stress blocks contributed from each fastener line. For both models mentioned, the magnitudes of corresponding spread angles were calibrated utilizing a fitting scheme considering maximized R-square values. The validity of both models was later examined and validated versus the previous experimental data reported in the literature. It was found that the classic model, despite some close predictions, gave over-estimations on the load-bearing capacities of several connection patterns. The modified model was found to be conservative for almost all investigated fastener patterns. Accordingly, a hybrid adoption of stress spread models was suggested.

Abstract The application of high-strength steel in transmission lines can enhance the load-bearing capacity of towers, reduce steel consumption, and lower construction costs. To clarify the load-bearing performance and design methodology of high-strength steel joints, experimental studies on the bearing capacity of steel tube K-joints were conducted. These investigations revealed the influence of annular plate dimensions and gusset plate height on the load-bearing capacity of K-joints. Furthermore, a calculation formula for the load-bearing capacity of steel tube K-joints was proposed, incorporating different stiffener plate arrangements while considering the effects of high-strength materials. This research provides a theoretical basis for the design of high-strength steel transmission towers in power line engineering.

Cyclic performance of variable grooved gusset plate dampers in cross-braced frames

In construction works, composite structures are currently very popular types of structures, where a massive reinforced concrete slab is used to transfer compressive forces, and a steel section takes over the tensile forces. Composite slabs on corrugated sheets are also often used, which allow the use of time-consuming and expensive full formwork to be avoided.The cooperation of a reinforced concrete slab with a steel frame requires the development of new types of steel frame connections with a structure that allows for obtaining sufficient moment resistance during assembly and full moment resistance when working with a reinforced concrete slab.The article presents a proposal for a steel joint using an assembly table and a gusset plate intended for composite structures and methods for calculating its moment resistance

Cold formed steel (CFS) sendiri memiliki dasar pelat yang sangat tipis sehingga cepat untuk mengalami tekuk pada awal deformasi. Mudahnya kondisi CFS megalami kegagalan tekuk, maka peneltian CFS sangat memperhatikan dalam desainnya terhadap sambungan balok ke kolom. Desain sambungan tersebut ditujukan pada komponen sambungan seperti baut dan pelat penyambung seperti rectangular gusset plate, T gusset plate, seat angle, web angle, dan haunched gusset plate. Sambungan ini tidak memerlukan pengelasan dan hanya memerlukan instalasi sederhana. Beberapa tahun belakangan ini pengembangan penelitian terhadap gusset plate sudah semakin dikembangkan terutama tipe haunched gusset plate (HGP). Dalam paper ini akan disajikan metode analisis menggunakan Finite Element Method (FEM) terhadap sambungan HGP dengan tebal pelat 10 mm, baut diameter 12 mm, serta balok dan kolom berukuran C30024. Prangkat lunak yang digunakan untuk membantu dalam menganalisis FEM yaitu ANSYS WORKBENCH. Beberapa metode yang akan dilakukan yaitu menentukan material data, permodelan sambungan, meshing, penentuan kontak analisis, dan melakukan solve analysis. Setelah metode dilakukan maka keluar output berupa nilai defleksi, momen, dan rotasi serta kontru deformasi dan tegangan pada struktur sambungan. Deformasi maksimum yang terjadi yaitu sebesar 29,5 mm. Kesimpulan akhir yaitu perbandingan antara hasil FEM dengan hasil eksperimen dengan telah dilakukan oleh peneliti sebelumnya.Perbandingan nilai momen rotasi tersebut berkisar 28,89%.

Purpose. To enhance the load-bearing capacity of the junction nodes between main and end beams of overhead cranes by improving diagnostic methodologies and developing structural reinforcement techniques for repair applications. Research methods. The stress state of junction nodes was investigated using the finite element method with adaptation of the hot spot stress approach to Ukrainian standards. Stress-strain analysis of the overlapping structure was conducted using sub-modeling techniques. Stress intensity factors were determined through the displacement method. Results. Based on statistical data analysis, a logit model was developed to determine the probability of junction node damage depending on overhead crane parameters. It was established that for butt joint structures, the most significant factors are operation intensity (coefficient 4.0) and service life (coefficient 2.05), whereas for overlapping structures, operation intensity is the dominant factor (coefficient 6.12). Stress state models were developed for nodes under vertical and transverse loads. It was discovered that increasing the gusset plate leg length does not have the expected effect on stress magnitude due to load redistribution between end beam elements. It was determined that reinforcing end beam webs can reduce stresses in the upper flange by a factor of 1.8. Structural methods for enhancing the load-bearing capacity of butt joint and overlapping structures were proposed. Experimental verification confirmed that when using an integrated approach (gusset plate, overlay, and cut-out) for overlapping structures, the maximum effective stresses in the cut-out zone are 60 MPa. Scientific novelty. New data were obtained regarding the influence patterns of structural parameters of junction nodes between main and end beams of overhead cranes on their load-bearing capacity. Relationships between crack length and fracture toughness parameters were established, enabling prediction of the residual service life of junction nodes. Practical value. The developed structural methods for enhancing the load-bearing capacity of junction nodes provide sufficient safety margins against high-cycle fatigue and improve the operational safety of overhead cranes.

Structural performance of aluminium alloy channel section tensile members connected with gusset plates

A comprehensive method for evaluating compressive strength and buckling behavior of corner gusset plates with various shapes

Moment-resisting frames (MRFs) are characterized by high energy dissipation capacity relying on plastic hinge formation at the two ends of beams. Despite their numerous advantages, Fiber-Reinforced Polymer (FRP) profile sections used in MRF systems suffer from low ductility, which remains a dilemma. FRP profiles have emerged as a novel and valuable material with significant advancement in structural engineering. In this paper, an MRF system composed of novel gusset plate steel connections (to provide ductility) and FRP profile sections for beams and columns is proposed and investigated numerically and parametrically. The results indicate that up to a rotation of 0.04 rad, the proposed gusset plate dissipates energy, whereas the beam and columns remain essentially elastic. Accordingly, with an increase in the ratio of vertical length to thickness of the gusset plate, energy dissipation is reduced. Through an increase in the ratio of horizontal length to thickness of the gusset plate from 63.5 to 127 and 254, the ultimate strength of the connection is reduced by 4% to 10% and 3% to 7%, respectively. It is suggested that gusset plate thickness be selected in such a way that its slenderness is not less than 47. Subsequently, the required equation is proposed to achieve the optimum performance of the system.

ABSTRACT2D models, which are conventionally employed for the seismic performance assessment of buckling‐restrained braced frame (BRBF) buildings, are incapable of simulating the out‐of‐plane buckling of gusset plates. This study presents a novel 3D macro‐modelling approach capable of capturing the out‐of‐plane buckling of gusset plates in BRBFs. This modelling approach is used to gain new insight into the dynamic behaviour of BRBFs by analysing a case study four‐storey steel BRBF with a super‐X configuration, designed using the provisions of the New Zealand seismic design standards along with guidance from practising engineers. Numerical models of the building are subjected to static pushover analysis and dynamic analyses under bidirectional hazard‐consistent ground motions. The structural performance is observed to remain unaffected by gusset plate buckling up to the 2500‐year return period intensity level, beyond which buckling is observed. Consideration of gusset plate buckling is found to decrease the building's deformation capacity and increase its mean annual frequency of collapse by 170%, indicating that the current NZS 3404 design procedure for gusset plates is unconservative in nature. Bidirectional loading is found to have little to no impact on the performance of the gusset plates.

This article describes the planning of steel roof truss structure in the Magnum Opus Manado General Hospital construction project. This study aims to design a steel roof truss, plan the profile and size of the profile purlins and horses, the diameter of the track, the diameter of the wind ties, plan the connection and gusset plate, also analyze the output/results of structural strength calculations on steel roof trusses. The research method used is to plan and analyze the structure with the help of autocad software to design, loads are calculated manually, and also use SAP 2000 software to analyze the calculation results of the steel roof truss structure. From this study, the calculation results obtained which states that the planning of steel roof truss structure using light Lip channels gording profile measuring 200.75.20.3, 2, trekstang using iron diameter 12 mm, wind ties using iron diameter 19 mm, Double Angle easel profile measuring 2L.90.90.7 (used on rootstock, upright stems, and diagonal stems), 2L.90.90.13 (used on the upper diagonal rods), and the calculation of Bolt connections as many as 3 bolts in each rod, which have been calculated to be strong, safe, and also sturdy in withstanding the loads that work on the roof frame