Finite strip method computer application for buckling analysis of thin-walled structures with arbitrary cross-sections

Lazzari, João Alfredo de; Batista, Eduardo de Miranda

doi:10.1590/0370-44672020740065

Cited by 6 publications

(6 citation statements)

References 12 publications

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“…The 𝐹𝑆𝑡𝑟-based elastic buckling analysis was performed considering: (i) polygonal tubular section, with number of sides, thickness 𝑡 and diameter 𝐷 as varying parameters, and discretized with at least 2 internal nodal lines for each polygonal face, (ii) the material is steel with Young modulus 𝐸 = 200 𝐺𝑃𝑎, Poisson ratio 𝜐 = 0.3 and shear modulus 𝐺 = 76.92 𝐺𝑃𝑎, (iii) the loading is a uniform linear stress distribution performing the pure bending condition, (iv) the boundary condition is simply support, (v) only the first longitudinal buckling mode term of one half-wave, (vi) the length of the structural member is varied from 10 to 10 6 𝑚𝑚, with 100 intermediate values in log scale and (vii) the numerical solution is linear elastic, based on the finite strip method with trigonometric longitudinal functions [3].…”

Section: Elastic Buckling Analysismentioning

confidence: 99%

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Structural Dynamic and Buckling Behaviour of Steel Cold‐formed Polygonal Conic Pole for Antennas Support

et al. 2022

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Support for antennas placed as high as 40‐50m demands traditional trussed steel or pole towers, the former with much larger base area than the later and the consequences for the costs of the ground occupancy. This aspect is of upmost importance for both urban and rural areas and the reason for the development of higher steel poles with polygonal cross‐section, searching for slender thin‐walled structures. The present research focus is cold‐formed steel conic twenty‐sided polygon solution allowing 40‐50m high antenna support, for which one must deal with the following challenges: (i) wind‐induced dynamic behavior, (ii) buckling analysis, (iii) localized stress concentration close to the openings along the pole, (iv) connection solution that strongly affects the erection procedure and (v) the fatigue effect. Beyond these aspects, results of the dynamic behavior, elastic buckling, nonlinear structural behavior until the collapse and design procedures for the computation of the structural strength of the steel pole are presented and commented, revealing the importance of structural analysis by combining tailored numerical tools as the finite strip and the finite element methods, as well as frequency domain methods for smooth and turbulent wind actions. Additional CFD and experimental wind tunnel results should be considered for advanced structural design, as well as experimental structural analysis to confirm the set of numerical results and the design procedures adopted for the steel polygonal poles.

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Section: Elastic Buckling Analysismentioning

confidence: 99%

“…The elastic buckling analysis was performed with the 𝐹𝑆𝑡𝑟 (Finite Strip Computer Application [3]). The software was developed on the basis of the Finite Strip Method formulation, with trigonometric longitudinal functions in series.…”

Section: Elastic Buckling Analysismentioning

confidence: 99%

Structural Dynamic and Buckling Behaviour of Steel Cold‐formed Polygonal Conic Pole for Antennas Support

et al. 2022

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“…The first step of the research defined solutions for LD buckling modes, with the additional form factor Sn in table 1. The proposed solution for columns affected by the global buckling, with λG/λmaxLD > 0.40, is presented by equations ( 8) and ( 9): the former is a generalization of equation ( 2) and the latter is a generalization of the original column strength equation (1). The final results of the calibration of coefficients C, D, E and F, related to the variable RλDL, are displayed in figures 22, 23, 24 and 25, respectively.…”

Section: Proposed Approach For Lipped Channel Column Under Ldg Buckli...mentioning

confidence: 99%

“…Variations of these CFS can be obtained by changing the angle between the edge stiffener (bs) and the flange elements (bf), as well as incorporating intermediate stiffeners in order to improve the cross-section performance, concerning local L and distortional D buckling modes. the DSM design equation for CFS columns is based on the SSRC (Structural Stability Research Council) single strength curve for columns [4][5][6] defined in equation (1), with G=(Py/PG) 0.5 as the slenderness fator, Py=fy A and PG as the plastic axial load and the critical global bucking load, respectively, with A as the cross-section area and fy as the steel yielding stress. The column flexural or flexural-tortional nominal strength is defined by PnG.…”

Section: Introductionmentioning

confidence: 99%

CFS Columns Under Buckling Interaction: Direct Strength Method Generalised Approach

Masubara

Batista

2022

ce papers

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Cold‐Formed Steel (CFS) members are highly susceptible to several structural instability phenomena, involving either individual (Local – L, Distortional – D and Global – G) or interaction (LD, LG, DG, and LDG) buckling modes. The buckling mode interaction of CFS columns and beams may lead to strength erosion compared to isolated modes and must be considered in structural design. The North American, Australian/New Zealand and Brazilian standards incorporated the Direct Strength Method (DSM) that provides accurate design approach for columns and beams affected by L, D, G, and LG buckling modes. Moreover, the coupled LD, DG, and LDG buckling modes are not currently considered in the DSM and many research projects have been focused on these topics. The procedure adopted by DSM estimates the CFS member strength through experimentally calibrated design strength curves, considering the relationship between the member elastic stability and the steel yielding property. In this context, the present paper presents the main results of the investigation, based on both experimental and finite element method numerical results, that conducted to calibrated Winter‐type strength curves for CFS columns covering LD, DG, and LDG buckling modes. To take into account the effect of the buckling modes interaction, the proposed procedure for design purposes incorporates the slenderness factors ratio RλDL = λD/λL and λG/ λmaxLD, with λmaxLD = max {λL, λD} and λL, λD, λG as the local, distortional and global slenderness factors, respectively.

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“…O programa computacional GBTUL (Bebiano et al, 2021) disponível gratuitamente, baseado na Teoria da Viga Generalizada (GBT) permite a identificação dos modos de flambagem e das cargas críticas associadas aos modos de flambagem. Outros métodos para determinação da carga crítica de flambagem e assim definição da curva de assinatura também podem ser usados, como método dos elementos finitos, método das faixas finitas, entre outros apresentados na literatura ( (Lazzari & Batista, 2021), (Campos et al, 2019), (Gustavo Y. Matsubara et al, 2019)).…”

Section: Carga De Flambagemunclassified

Coeficiente de flambagem local para seção completa de um perfil U enrijecido de chapa fina com mesa superior inclinada

Roquete

Oliveira

Costa

et al. 2021

RSD

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Este trabalho apresenta um estudo de perfis formados a frio não padronizados por norma, com tipologia U enrijecido (Ue) e mesa superior inclinada em 30°. O objetivo do trabalho é determinar uma equação para o coeficiente de flambagem local (kl) para aplicação do Método da Seção Efetiva (MSE) proposto pela norma brasileira. Os perfis são analisados para o esforço axial de compressão e para esforço de flexão simples. As análises foram realizadas no software GBTUL. Para o estudo paramétrico, foram desenvolvidos 95 perfis com diferentes variações geométricas. A partir das curvas de assinatura de cada análise obtém-se os respectivos valores de carga axial referente a flambagem local e momento fletor associado à flambagem local. Com uso das prescrições normativas brasileiras e dos resultados obtidos, foi possível determinar o valor de kl para cada um dos perfis analisados. Assim, de acordo com o Método da Seção Efetiva apresentado pela norma, foram propostas duas equações para a determinação coeficiente de flambagem local (kl), uma para a compressão centrada e outra para a flexão simples em torno do eixo de maior inércia. As equações mostraram-se adequadas para serem utilizadas no Método da Seção Efetiva para a tipologia de perfil apresentada, U enrijecido com mesa superior inclinada em 30°.

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Finite strip method computer application for buckling analysis of thin-walled structures with arbitrary cross-sections

Cited by 6 publications

References 12 publications

Structural Dynamic and Buckling Behaviour of Steel Cold‐formed Polygonal Conic Pole for Antennas Support

Structural Dynamic and Buckling Behaviour of Steel Cold‐formed Polygonal Conic Pole for Antennas Support

CFS Columns Under Buckling Interaction: Direct Strength Method Generalised Approach

Coeficiente de flambagem local para seção completa de um perfil U enrijecido de chapa fina com mesa superior inclinada

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