Sensitivity assessment and lateral-torsional buckling design of I-beams using solid finite elements

Kala, Zdeněk; Valeš, Jan

doi:10.1016/j.jcsr.2017.09.014

Cited by 36 publications

(32 citation statements)

References 56 publications

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“…Residual stresses caused by rolling and cooling are considered. The residual stress distribution is implemented in the FE-model using an equivalent temperate load (Jönsson & Stand, 2017;Kala & Valeš, 2017a, 2017b. The magnitude of residual stresses in hot-rolled profiles is generally independent of the yield strength (Galambos, 1998;Jönsson & Stand, 2017).…”

Section: Fe Modelmentioning

confidence: 99%

“…In accordance with the classical utility theory, variance is not sufficient for the determination of the decision-maker state of knowledge in general (Borgonovo, 2007;Antucheviciene, Kala, Marzouk, & Vaidogas, 2015). This problem can be partially overcome using sensitivity analysis based on factorial design (SAFD), which describes the influence of inaccuracies in the statistical moments of input imperfections on the R d (Kala & Valeš, 2017a, 2017b.…”

Section: Introductionmentioning

confidence: 99%

“…The numerical example presented in this article builds on Valeš (2017a, 2017b), describing in detail the advanced non-linear FE model of a steel beam, which is subjected to lateral-torsional buckling (LTB) due to uniform bending moment. Resistance R (model output) is denoted as LTB-R (Kala & Valeš, 2017b) or LCC (Kala & Valeš, 2017a) in previous studies. SSA of R published in Kala and Valeš (2017b) is extended to beams of higher strength class and compared with QSA of R d .…”

Section: Introductionmentioning

confidence: 99%

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Quantile-Oriented Global Sensitivity Analysis of Design Resistance

Kala

2019

Journal of Civil Engineering and Management

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The article investigates the application of a new type of global quantile-oriented sensitivity analysis (called QSA in the article) and contrasts it with established Sobol’ sensitivity analysis (SSA). Comparison of QSA of the resistance design value (0.1 percentile) with SSA is performed on an example of the analysis of the resistance of a steel IPN 200 beam, which is subjected to lateral-torsional buckling. The resistance is approximated using higher order polynomial metamodels created from advanced non-linear FE models. The main, higher order and total effects are calculated using the Latin Hypercube Sampling method. Noticeable differences between the two methods are found, with QSA apparently revealing higher sensitivity of the resistance design value to random input second and higher order interactions (compared to SSA). SSA cannot identify certain reliability aspects of structural design as comprehensively as QSA, particularly in relation to higher order interactions effects of input imperfections. In order to better understand the reasons for the differences between QSA and SSA, two simple examples are presented, where QSA (median) and SSA show a general agreement in the calculation of certain sensitivity indices.

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Section: Fe Modelmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Quantile-Oriented Global Sensitivity Analysis of Design Resistance

Kala

2019

Journal of Civil Engineering and Management

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“…FEM calculations with use of the concept of equivalent geometric imperfections were presented and widely discussed in [13][14][15][16][17]. The sensitivity and reliability analyzes of buckling resistance of steel members were presented in [18][19][20].…”

Section: Bf Modelmentioning

confidence: 99%

Marchant - Rankine’s - Murzewski approach for modelling of the buckling resistance of welded I-section columns

2019

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This paper discusses different aspects of analytical and numerical modelling of the buckling resistance of welded I-section columns subjected to axial compression. The section considered is of class 1 that implies no local buckling affecting the column performance. The proposed analytical formulation of the buckling resistance is based on the so-called Marchant-Rankine's-Murzewski approach (M-R-M approach). The model proposed is of a 2D type and is a simplification of the 3D one that has recently been presented by the authors. The parameters of equivalent stress-strain model of the postwelding steel are calibrated in two stages of the best fit approximation procedure and with use of numerical results of the finite element simulation of the buckling resistance. In the first stage, the postyielding inelastic tangent stiffness parameter ξE,eff is evaluated with fixed value of the first yield parameter ψeff= ψcom. A target of the second stage is to assign the best fit value of the first yield parameter ψeff and the imperfection factor n that allows for accounting the effect of geometric imperfections.

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“…A numerical simulation result is very sensitive not only in terms of the applied mathematical model but also its initial parameters. In this case, the sensitivity analysis of SP and PG performance predictions (e.g., Kala & Vales, 2017;Chalmovsky et al, 2017;Stefanak, Kala, Mica, & Norkus, 2018) can be useful. The settlement s of an individual pile acting in PG is generally determined by using a superposition of interaction factors.…”

Section: Ground Resistance Of a Pile And Pile Groupmentioning

confidence: 99%

Experimental Study on Bearing Resistance of Short Displacement Pile Groups in Dense Sands

Norkus

Martinkus

2019

Journal of Civil Engineering and Management

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The prediction of the behavior of structures interacting with soil is one of the main challenges in structural design. Accurate evaluation of soil–structure interaction ensures a rational design solution for the superstructure and foundation of a building. In structural analysis, one of the key problems is the identification of relevant movements of the foundation considering the interaction between the superstructure, foundation and ground (the soil mass around the foundation). The correct assessment of soil–structure interaction contributes to the rational constructional design of the superstructure and foundation and allows avoiding violations of requirements for ultimate and serviceability limit states possible due to unpredicted additional stress on the structural system. Resistance predictions for pile group foundations is a complex problem, which may be the reason for scattered and insufficient information available despite numerous experimental and numerical studies, predominated by the focus on partial empirical relationships. This experimental study analyzed the prototype of a short displacement pile group with a flexible pile cap in terms of the bearing capacity and deformation behavior while subjected to static axial vertical load. In particular, attention was given to the resistance–stiffness evolution of single piles acting in a pile group with different spacing. Test results of short displacement pile groups were used to verify known models for the bearing resistance prediction of the pile group.

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Sensitivity assessment and lateral-torsional buckling design of I-beams using solid finite elements

Cited by 36 publications

References 56 publications

Quantile-Oriented Global Sensitivity Analysis of Design Resistance

Quantile-Oriented Global Sensitivity Analysis of Design Resistance

Marchant - Rankine’s - Murzewski approach for modelling of the buckling resistance of welded I-section columns

Experimental Study on Bearing Resistance of Short Displacement Pile Groups in Dense Sands

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