“…The four-noded doubly curved shell element S4R with reduced integration and finite membrane strains has been extensively and successfully used in previous numerical investigations of NSS and HSS welded I-section structural elements (Yun et al, 2022; Zhu et al, 2023), and was also employed in the present study for the modelling of welded I-section stub columns. An element size approximately equal to ( B + H )/40 was applied to the modelled stub columns in both the transverse and longitudinal directions; the adopted mesh size was shown to be able to capture the cross-section buckling response with reasonable computational efficiency.…”
Section: Numerical Modellingmentioning
confidence: 99%
“…Nodes at both ends of the web were offset from the web-to-flange junctions by half the flange thickness t f /2 in order to avoid any overlap between the flange and web plates, as illustrated in Figure 2. The same mesh density as that employed in the present work has been successfully used for the modelling of welded I-section structural elements in previous studies (Yun et al, 2022; Zhu et al, 2023). Figure 2.Modelling approach for representing weld fillets in welded I-sections.…”
Section: Numerical Modellingmentioning
confidence: 99%
“…As recommended in (Yun et al, 2022a), the residual stress pattern with the mean value of the maximum tensile residual stresses predicted by equation (1) can be used for validating FE models, while the residual stress pattern with the upper characteristic value of the maximum tensile residual stresses predicted by equation (2) should be used in parametric studies in order to generate safe-sided structural performance data. The residual stress model has been successfully employed in previous numerical studies of NSS and HSS welded I-section beams (Zhu et al, 2023) and columns (Yun et al, 2022a). A separate analysis step was created in order to achieve self-equilibrium of the residual stresses prior to the application of the external loading.…”
A comprehensive numerical investigation into the cross-sectional behaviour and ultimate capacity of non-slender welded I-sections, made of both normal and high strength steels (NSS and HSS), under combined compression and uniaxial bending is presented. Finite element (FE) models were initially established and validated against test results collected from the literature. Subsequently, parametric studies were conducted using the validated FE models to generate extensive numerical data considering different steel grades, cross-section geometries and loading combinations. The obtained numerical data, together with the test results collected from the literature, were utilised to assess the accuracy of the traditional European (EC3) and North American (AISC) design provisions, as well as the Continuous Strength Method (CSM), for NSS and HSS welded I-sections under combined loading. The assessment indicated that the CSM was able to provide more accurate and consistent resistance predictions than the current EC3 and AISC design provisions owing to its ability to capture the spread of plasticity and strain hardening in a systematic, mechanics-based manner. Finally, the reliability levels of the different design methods were statistically evaluated in accordance with EN 1990:2002.
“…The four-noded doubly curved shell element S4R with reduced integration and finite membrane strains has been extensively and successfully used in previous numerical investigations of NSS and HSS welded I-section structural elements (Yun et al, 2022; Zhu et al, 2023), and was also employed in the present study for the modelling of welded I-section stub columns. An element size approximately equal to ( B + H )/40 was applied to the modelled stub columns in both the transverse and longitudinal directions; the adopted mesh size was shown to be able to capture the cross-section buckling response with reasonable computational efficiency.…”
Section: Numerical Modellingmentioning
confidence: 99%
“…Nodes at both ends of the web were offset from the web-to-flange junctions by half the flange thickness t f /2 in order to avoid any overlap between the flange and web plates, as illustrated in Figure 2. The same mesh density as that employed in the present work has been successfully used for the modelling of welded I-section structural elements in previous studies (Yun et al, 2022; Zhu et al, 2023). Figure 2.Modelling approach for representing weld fillets in welded I-sections.…”
Section: Numerical Modellingmentioning
confidence: 99%
“…As recommended in (Yun et al, 2022a), the residual stress pattern with the mean value of the maximum tensile residual stresses predicted by equation (1) can be used for validating FE models, while the residual stress pattern with the upper characteristic value of the maximum tensile residual stresses predicted by equation (2) should be used in parametric studies in order to generate safe-sided structural performance data. The residual stress model has been successfully employed in previous numerical studies of NSS and HSS welded I-section beams (Zhu et al, 2023) and columns (Yun et al, 2022a). A separate analysis step was created in order to achieve self-equilibrium of the residual stresses prior to the application of the external loading.…”
A comprehensive numerical investigation into the cross-sectional behaviour and ultimate capacity of non-slender welded I-sections, made of both normal and high strength steels (NSS and HSS), under combined compression and uniaxial bending is presented. Finite element (FE) models were initially established and validated against test results collected from the literature. Subsequently, parametric studies were conducted using the validated FE models to generate extensive numerical data considering different steel grades, cross-section geometries and loading combinations. The obtained numerical data, together with the test results collected from the literature, were utilised to assess the accuracy of the traditional European (EC3) and North American (AISC) design provisions, as well as the Continuous Strength Method (CSM), for NSS and HSS welded I-sections under combined loading. The assessment indicated that the CSM was able to provide more accurate and consistent resistance predictions than the current EC3 and AISC design provisions owing to its ability to capture the spread of plasticity and strain hardening in a systematic, mechanics-based manner. Finally, the reliability levels of the different design methods were statistically evaluated in accordance with EN 1990:2002.
“…The local imperfection half-wavelength Lb,cs was set equal to the elastic local buckling half-wavelength of the welded I-section in compression, which was determined using the finite strip software CUFSM [17], ensuring that an integer number of half-wavelengths were fitted within the member length. The modelling techniques have been described in [9] with the magnitudes of the local geometric imperfections taken equal to the tolerance-based values recommended in Annex C of EN 1993-1-5 [18] (see Figure 4). The use of tolerance-based imperfection amplitudes would be expected to yield slightly conservative resistance predictions in comparison to experimental results.…”
The behaviour and design of homogeneous and hybrid high strength steel (HSS) beams are addressed in the present study. Six in‐plane three‐point bending tests on three different welded I‐sections were first conducted. Following the experimental investigation, a finite element (FE) modelling programme was performed, which included a validation study confirming the accuracy of the developed FE models in replicating the flexural behaviour of HSS welded I‐section beams, and a parametric study generating additional FE data on HSS welded I‐section beams over a broader range of cross‐sectional slendernesses, steel grades and loading configurations. Then, the suitability of the current Eurocode 3 cross‐section slenderness limits for HSS homogeneous and hybrid welded I‐sections in bending were evaluated. It is shown that the current Eurocode Class 2 and Class 3 slenderness limits are suitable for the classification of the outstand flange (in compression) and internal web (in bending) elements of both HSS homogeneous and hybrid welded I‐sections subjected to major axis bending, while stricter Class 1 slenderness limits are considered necessary to achieve sufficient rotation capacity for plastic design. The findings indicate that plastic design can be used for HSS structures, provided the proposed stricter Class 1 slenderness limits are employed. Further work is underway to develop advanced design approaches using second‐order inelastic analysis with strain limits for HSS welded I‐section members.
“…the flange plates are made of a higher steel grade than the web plate) can lead to more economical solutions [1] because of the use of a less expensive lower steel grade for the web plate, which contributes only a modest amount to the bending rigidity and resistance of structural elements, than for the flange plates. To date, hybrid steel welded I-section structural members have gained increased interest among researchers, and a considerable number of studies have been performed to investigate the structural performance of hybrid steel welded I-section columns [2,3] and beams [4]. However, there have been no experimental investigations into the performance of hybrid steel welded I-sections at the structural system level, which, to a certain extent, hinders the development of structural design rules for hybrid steel welded I-sections and thereby inhibits their wide application in the construction industry.…”
An experimental investigation into the structural behaviour of steel frames made up of hybrid steel welded I‐section members is presented in this paper. The tested hybrid steel welded I‐section profile had quenched and tempered S690 steel flanges and an S355 steel web. The experimental programme comprised four two‐dimensional, single storey, single bay frames subjected to different combinations of horizontal and vertical loading, thus enabling different beam, sway as well as combined beam and sway plastic collapse mechanisms to be examined. The frames were fully laterally restrained using a bespoke lateral bracing system to ensure that no out‐of‐plane instability phenomena were experienced during testing. The experimental setup, loading schemes, instrumentation and key experimental results are reported. The experimental results are fundamental to developing an understanding of the behaviour of hybrid steel welded I‐sections at the structural system level. Further research is underway to underpin the development of suitable design rules for steel frames made of such hybrid steel welded I‐section members.
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