Mechanical behaviour of welded high strength steel rectangular hollow section joints

Xin, Haohui; Kisoensingh, Prishilla; Veljković, Milan

doi:10.1016/j.engfailanal.2021.105410

Cited by 11 publications

(5 citation statements)

References 12 publications

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“…[24] discusses the limitations of this kind of material model. The advantage of non-linear FEM modeling compared to analytical solutions was pointed out in [25][26][27].…”

Section: Introductionmentioning

confidence: 99%

Numerical Simulation of T Joints Constructed from Hollow Steel Sections

Živković,

Stojković,

Turnić

et al. 2024

Applied Sciences

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Welded structural hollow sections are becoming increasingly used in contemporary civil engineering buildings. More specific design techniques are needed for connections in steel structures with welded structural hollow sections than for traditional connections made with gusset plates. At the connecting site, stress and local deformations show very complex, non-linear behaviors. The application of non-linear numerical analyses to determine the ultimate bearing capacity of “T” connections was demonstrated in this study. A non-linear material model was used in the analysis. In order to validate the applicable steel modeling method, a comparative study between experimentally obtained results and analytically and numerically computed ultimate bearing capacities was carried out. The comparison showed good agreement between the numerical and experimental results and pointed out the highly conservative design of such joints was obtained using the analytical solution.

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“…[24] discusses the limitations of this kind of material model. The advantage of non-linear FEM modeling compared to analytical solutions was pointed out in [25][26][27].…”

Section: Introductionmentioning

confidence: 99%

Numerical Simulation of T Joints Constructed from Hollow Steel Sections

Živković,

Stojković,

Turnić

et al. 2024

Applied Sciences

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“…Yan et al (2022a) found that neither C f nor the 0.8 f u restriction is necessary for designing HSS rectangular hollow section (RHS) X-joints in tension based on the experimental data presented in (Becque and Wilkinson, 2017; Björk and Saastamoinen, 2012; Feldmann et al, 2016; Tuominen and Björk, 2017; Yan et al, 2022a). The mechanical behaviour of joints beyond the experimental configuration is commonly studied using a verified finite element (FE) model (Björk and Saastamoinen, 2012; Huang et al, 2021; Kim et al, 2019; Lan et al, 2019, 2021; Lee and Kim, 2018; Lee et al, 2017; Liu et al, 2018; Ma et al, 2015; Mohan and Wilkinson, 2022; Tuominen and Björk, 2017; Xin et al, 2021). As the joints fail by a fracture in the heat-affected zone (HAZ) or in the base material (BM), it is essential to conduct an advanced numerical study considering both the stress-strain relationship of HAZ and the material damage model.…”

Section: Introductionmentioning

confidence: 99%

Fracture simulation of welded RHS X-joints using GTN damage model

Yan

Xin

Mela

et al. 2022

Advances in Structural Engineering

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A welded rectangular hollow section (RHS) X-joint exposed to tension loading has three typical fracture-related failure modes: Punching shear failure (PSF), Brace failure (BF), and Chord side wall failure (CSWF). Prediction of these failure modes by finite element (FE) simulations requires modelling of the material damage. An appropriate damage model accurately predicts the behaviour of the fracture zone and provides the necessary information to improve design rules for welded high-strength steel (HSS) RHS X-joints based on parametric studies using validated model. In this paper, the parameters of the Gurson-Tvergaard-Needleman (GTN) damage model are calibrated for the base material (BM) and the heat-affected zone (HAZ) of butt-welded cold-formed RHS connections, no fracture appeared in the weld. A computational homogenisation analysis is carried out using representative volume element (RVE) models to calibrate the pressure-dependent yield surface parameters of the GTN damage model, considering the different combinations of the accumulated initial hardening strain and the void volume fraction (VVF) due to a varying stress triaxiality. The critical and final VVFs are calibrated against tensile coupon tests. Finally, the GTN damage models calibrated for BM and HAZ are used in the fracture simulation of nine welded cold-formed RHS X-joints in monotonic tension. The FE model successfully predicts the experimental load-displacement relationships and fractured zone, indicating the calibrated GTN models could effectively be used in parametric study of welded cold-formed RHS X-joints. Finally, possible improvements to the used FE model are outlined for future studies.

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“…Their ability to express real behaviour of connections is making numerical experiments as a valid alternative to testing. The most recent studies from Xin & Veljkovic [9] and Ummenhofer et al [10] have stated principles of FE modelling for the HSS joints, namely, several layers trough the HSS web, modelling of welds and gaps between braces and chord. Material model for FEA have to be represented by true strain stress-strain diagram.…”

Section: Introductionmentioning

confidence: 99%

Strain Design Limit for Hollow Section Joints

Kožich¹,

Jehlicka²,

Kuříková³

et al. 2021

ce papers

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This paper focuses on discussions over establishing the design resistance of hollow section joints, which have now been ongoing for 30 years. The question arose once physical experiments could be replaced by numerical tests and was temporary solved by agreement on a displacement limit within IIW. With the advent of design by finite element (FE) solutions, and the application of high‐strength steels, it is being raised once more. A number of design guides and standards, with considerable international consensus, now exist for the design of welded hollow section joints in onshore and offshore construction. These, however, typically cover relatively standardized joint types, geometries and loading cases. In the event of unusual joints, it is now common for finite element modelling to be performed, but specific guidance needs to be provided on acceptable FE modelling procedures and the interpretation of the output, in order for a suitable joint design resistance to be determined. Towards this objective, this paper describes appropriate FE modelling and ultimate limit states that can be used; in particular, a 5 % ultimate strain limit state. Application of these ultimate limit states is demonstrated using validated FE models for RHS‐to‐RHS (rectangular hollow section) X‐joints and branch plate‐to‐CHS (circular hollow section) joints, with branches loaded in axial compression.

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Mechanical behaviour of welded high strength steel rectangular hollow section joints

Cited by 11 publications

References 12 publications

Numerical Simulation of T Joints Constructed from Hollow Steel Sections

Numerical Simulation of T Joints Constructed from Hollow Steel Sections

Fracture simulation of welded RHS X-joints using GTN damage model

Strain Design Limit for Hollow Section Joints

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