Design of stainless steel structural systems by GMNIA with strain limits

Walport, Fiona; Chan, H.U.; Nethercot, D.A.; Gardner, Leroy

doi:10.1016/j.engstruct.2022.115339

Cited by 16 publications

(9 citation statements)

References 47 publications

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“…Hence, the use of this traditional design approach introduces further inaccuracy in stainless steel design. In the present study, the aforementioned limitations were addressed by the application of CSM strain limits [6]; these strain limits have been comprehensively demonstrated in several previous studies [13,14] to be a more rational, efficient and accurate approach to account for cross-section failure by local buckling. CSM strain limits ε csm capture the effects of local buckling by limiting the allowable deformation of the crosssections and can be determined using the expressions given in Eqs.…”

Section: Cross-section Resistancementioning

confidence: 93%

Equivalent global sway imperfections for use in design by GMNIA

Chan,

Walport,

Gardner

2023

ce papers

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Three types of geometric imperfection need to be considered in the design of structural systems: global frame out‐of‐plumbness, also referred to as sway imperfections, member out‐of‐straightness, also known as bow imperfections, and local cross‐section imperfections. For modelling convenience, equivalent geometric imperfections are often employed to account for the combined influence of initial geometric imperfections and residual stresses. For design by geometrically and materially nonlinear analysis with imperfections (GMNIA), amplitudes for equivalent bow imperfections for members are provided in prEN 1993‐1‐14; however, no provisions exist for global sway imperfections. Therefore, equivalent sway imperfections suitable for use in the design of steel structures by GMNIA, expressed by the out‐of‐plumbness Φ0,GMNIA are established herein. Two proposals for calculating Φ0,GMNIA are presented: (1) Φ0,GMNIA = Φ0,geom + α/100 with Φ0,geom representing the amplitude of the pure geometric sway imperfection, and (2) Φ0,GMNIA = α/50. In both proposals, the varying influence of residual stresses from different cross‐section geometries and axes of bending is captured by the imperfection factor α, as defined by the buckling curves in EN 1993‐1‐1 for carbon steel and EN 1993‐1‐4 for stainless steel, respectively.

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Section: Cross-section Resistancementioning

confidence: 93%

Equivalent global sway imperfections for use in design by GMNIA

Chan,

Walport,

Gardner

2023

ce papers

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“…Benchmark shell finite element (FE) models developed using the general purpose FE software Abaqus [20] are used in this study to assess the accuracy of the GMNIA + CSM design framework. Full description of the validation against experimental results [13,14] is presented in [12].…”

Section: Benchmark Shell Finite Element Modellingmentioning

confidence: 99%

“…A worked example is presented in full in [12] with a summary presented herein. The worked example considers a 6  4 m duplex Grade 1.4362 stainless steel portal frame constructed with rigid joints and fixed supports, as shown in Fig.…”

Section: Worked Examplementioning

confidence: 99%

“…Allowance for the interaction between bending moment, shear and torsion [4] is made through the use of reduced strain limits. Additionally, at the system level, the strain limits also enable moment redistribution due to plastification to be systematically exploited [6]; an assessment of the design framework for indeterminate stainless steel structures is the focus of the present study, as detailed in full in [12].…”

Section: Introductionmentioning

confidence: 99%

“…The cross-section geometries of the beam elements within the joint regions of the beam FE model were then defined such that the respective second moments of areas were achieved, as further illustrated in [12]. Weld fillets at the web-flange intersections were not considered in the parametric study.…”

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confidence: 99%

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GMNIA‐based design of stainless steel structural systems

Walport,

Chan,

Gardner

et al. 2023

ce papers

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Design by GMNIA (Geometrically and Materially Nonlinear Analysis with Imperfections) allows the key behavioural features of structures to be directly captured in the analysis, dramatically reducing the need for subsequent design checks. Since the analysis of frames typically employs beam finite elements, which do not explicitly account for local buckling, cross‐section classification and capacity checks remain necessary. To resolve the step‐wise and overly conservative nature of traditional checks, the alternative use of strain limits, defined using the Continuous Strength Method, has been proposed. The framework allows cross‐sections of all classes to be treated in a consistent manner, and results in an accurate and consistent representation of the true behaviour of structures. To date, the accuracy of the design approach for stainless steel has been comprehensively demonstrated for isolated stainless steel members; the design method is extended to indeterminate stainless steel structural systems herein. The method is included in AISC 370 and prEN 1993‐1‐14; inclusion of this design framework in international codes of practice presents a step change for the future direction of efficient structural stainless steel design.

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