Local and Distortional Buckling of Axially Loaded Cold Rolled Sigma Profiles

Ciesielczyk, Katarzyna; Rzeszut, Katarzyna

doi:10.1515/ama-2016-0033

Cited by 2 publications

(3 citation statements)

References 11 publications

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“…However, in many technically important cases this model is too conservative, which has been confirmed by numerous experimental studies, e.g., References [5,[12][13][14]; theoretical studies, e.g., References [4,7,15,16]; and numerical simulations, e.g., References [17][18][19][20][21][22][23]. This is due to the fact that in real thin-wall cross-sections, there is an effect of mutual, elastic interaction of component plates (walls).…”

Section: Computational Model For Local Cross-section Bucklingmentioning

confidence: 99%

Local Buckling and Resistance of Continuous Steel Beams with Thin-Walled I-Shaped Cross-Sections

Szychowski

Brzezińska

2020

Applied Sciences

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In modern steel construction, thin-walled elements with Class 4 cross-sections are commonly used. For the sake of the computation of such elements according to European Eurocode 3 (EC3), simplified computational models are applied. These models do not account for important parameters that affect the behavior of a structure susceptible to local stability loss. This study discussed the effect of local buckling on the design ultimate resistance of a continuous beam with a thin-walled Class 4 I-shaped cross-section. In the investigations, a more accurate computational model was employed. A new calculation model was proposed, based on the analysis of local buckling separately for the span segment and the support segment of the first span, which are characterized by different distributions of bending moments. Critical stress was determined using the critical plate method (CPM), taking into account the effect of the mutual elastic restraint of the cross-section walls. The stability analysis also accounted for the effect of longitudinal stress variation resulting from the varied distribution of bending moments along the continuous beam length. The results of the calculations were compared with the numerical simulations using the finite element method. The obtained results showed very good congruence. The phenomena mentioned above are not taken into consideration in the computational model provided in EC3. Based on the critical stress calculated as above, “local” critical moments were determined. These constitute a limit on the validity of the Vlasov theory of thin-walled bars. Design ultimate resistance of the I-shaped cross-section was determined from the plastic yield condition of the most compressed edge under the assumptions specified in the study. Detailed calculations were performed for I-sections welded from thin metal sheets, and for sections made from two cold-formed channels (2C). The impact of the following factors on the critical resistance and design ultimate resistance of the midspan and support cross-sections was analyzed: (1) longitudinal stress variation, (2) relative plate slenderness of the flange, and (3) span length of the continuous beam. The results were compared with the outcomes obtained for box sections with the same contour dimensions, and also with those produced acc. EC3. It was shown that compared with calculations acc. EC3, those performed in accordance with the CPM described much more accurately the behavior of the uniformly loaded continuous beam with a thin-walled section. This could lead to a more effective design of structures of this class.

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Section: Computational Model For Local Cross-section Bucklingmentioning

confidence: 99%

Local Buckling and Resistance of Continuous Steel Beams with Thin-Walled I-Shaped Cross-Sections

Szychowski

Brzezińska

2020

Applied Sciences

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“…The buckling analyses of cold-formed steel sigma cross-sections in purlin-sheeting systems subjected to uniformly distributed uplift load were conducted in [12]. Axially loaded cold-formed sigma profi les were investigated in order to defi ne their local and distortional buckling behaviour [13].…”

Section: Introductionmentioning

confidence: 99%

“…The formula (13) can also be presented as: (14) where: V z -shear force in "z" axis direction, S ymoment of stability in respect to "y" axis, I y -moment of inertia in respect to "y" axis, V y -shear force in "y" axis direction, S z -moment of stability in respect to "z" axis, I z -moment of inertia in respect to "z" axis, M ω -warping-torsional moment, S ω -sectional static moment, I ω -a sectional moment of inertia, M T -torsional moment, I T -a torsional moment of inertia, t -wall thickness.…”

Section: Introductionmentioning

confidence: 99%

Stress Analysis of Steel Beams Made of Sigma Cross-Section

Dybizbański¹,

Rzeszut²,

Szczepańska³

2022

Adv. Sci. Technol. Res. J.

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This paper presents a stress analysis of elements made of a steel cold-formed sigma cross-section, uniformly loaded in a plane parallel to the web and not passing through the shear centre. Such an application of a load very often occurs in engineering practice and corresponds to the application of a load to the upper fl ange of the crosssection. It usually result in an additional torsional moment. In this paper, special attention is paid to normal stresses from the bi-moment, and shear stresses from restrained and free torsion. The contribution of these stresses to the section utilization was evaluated on the example of a sigma cross-section with diff erent thicknesses of the wall. Furthermore, the paper also included the stresses analysis concerning diff erent load locations at the upper fl ange. All numerical calculations were made using analytical approach based on Vlasov beam theory.

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Local and Distortional Buckling of Axially Loaded Cold Rolled Sigma Profiles

Cited by 2 publications

References 11 publications

Local Buckling and Resistance of Continuous Steel Beams with Thin-Walled I-Shaped Cross-Sections

Local Buckling and Resistance of Continuous Steel Beams with Thin-Walled I-Shaped Cross-Sections

Stress Analysis of Steel Beams Made of Sigma Cross-Section

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