Inelastic analysis of steel frames with a solid-like finite element

Rigobello, Ronaldo; Coda, Humberto Breves; Neto, Jorge Munaiar

doi:10.1016/j.jcsr.2013.03.023

Cited by 14 publications

(5 citation statements)

References 15 publications

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“…The results for the displacements of column 4 in the direction of e 1 are shown in Figure 42 for level of 2 nd floor, and in Figure 43 for the roof level and have a very good agreement with the referenced works. The differences seen between the results of the present work and those of Ngo-Huu (2007) and Rigobello et al (2013) may be attributed to a load step size too large to capture the asymptotic behavior of the displacements seen in the referenced works. Further testing with algorithms for automatic load step sizes must then be performed to check this hypothesis.…”

Section: Two-story Space Framecontrasting

confidence: 83%

“…Since then it has been analyzed by many authors like Chen et at. (1996), Barsan and Chiorean (1999), Avery and Mahendran (2000), Kim and Lee (2002), Lavall et al (2013) and Rigobello et al (2013), to mention just a few. The frame is a plane rectangular unbraced portal with fixed column bases.…”

Section: Vogel's Portal Framementioning

confidence: 99%

“…The cross section, H150 x 160 x 6.5 x 10, is the same for all members of the frame. This frame was analyzed by Ngo-Huu (2007) and by Rigobello et al (2013), and we follow the specifications made in those works. Accordingly, out-ofplumbness imperfections for the columns are given in Table 3 and are modeled directly in the rod mesh.…”

Section: Two-story Space Framementioning

confidence: 99%

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Kinematically exact elastoplastic analysis of steelo rods with compact cross sections.

Sousa¹

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In this work, we present the formulation and implementation of two elastoplastic constitutive equations for kinematically exact thin-walled rod models. The first uses the fact that first order strains due to cross sectional shear stresses and warping are considered to formulate a small strains three-dimensional elastoplastic constitutive model. Given the kinematical hypothesis of non-deformability of the cross section in the projection of its plane, we may also assume that plastic deformations may occur due only to the cross sectional normal stresses, thereby allowing us to formulate a second, simple one-dimensional framework. Our approach adopts a standard additive decomposition of the strains together with a linear elastic relation for the elastic part of the deformation. Both ideal plasticity and plasticity with (linear) isotropic hardening are considered. The models have a computational implementation within a finite element thin-walled rod model and, following the kinematics adopted, we implement this equation on models with consideration of the warping of the cross sections, having 7 degrees of freedom. The formulation and implementation presented is validated by the analysis of problems known in the literature and comparison of the results. We believe that simple elastoplastic models combined with robust thin-walled rod finite element may be a useful tool for the analysis of thin-walled rod structures, such as, e.g., steel structures.

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Section: Two-story Space Framecontrasting

confidence: 83%

Section: Vogel's Portal Framementioning

confidence: 99%

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Kinematically exact elastoplastic analysis of steelo rods with compact cross sections.

Sousa¹

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“…The equations of equilibrium need to be formulated on the geometry of the deformed structure when steel structural members are subjected to axial force. For this reason, stability functions [14], geometric stiffness matrix methods [15] and moment amplification factors of B 1 and B 2 method [16] are generally used for second-order analysis. In this study, B 1 and B 2 method, which is described in AISC 360-16 [13], is used and it's equations are given in Eqs.…”

Section: Second-order Analysismentioning

confidence: 99%

Inelastic Ultimate Load Analysis of Steel Frames Considering Lateral Torsional Buckling Under Distributed Loads

Seçer

Uzun

2019

Period. Polytech. Civil Eng.

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Contemporary structural design approaches necessitates ways to determine realistic behavior of structures. For this purpose, inelastic ultimate load analysis methods are used widely since strength and stability of whole structure can be represented. In this study, a numerical method is proposed for determining inelastic ultimate load capacity of steel frames considering lateral torsional buckling behavior under distributed loads. In the analyses, inelastic material behavior, second-order effects and residual stresses of the structural frame system and its members are taken into account. Additionally, lateral torsional buckling behavior is considered in the analysis using finite difference method and it is used for determining the structural load carrying capacity of steel frames. Consequently, the problem associated with flexural capacity decreases due to lateral torsional buckling is precisely considered in the load increment steps of inelastic ultimate load analysis. In order to validate the proposed method, numerical examples from the literature are calculated considering the proposed method, AISC 360-16 design specification equations and approaches from the literature. Results of the numerical examples show that lateral torsional buckling is a key issue in determining structural load carrying capacity. Thus, proposed analysis method is shown to be an efﬁcient and consistent tool for inelastic ultimate load analysis.

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“…São produtos de uma extensa linha de estudo que, na segunda metade da década de 90, avaliou-se ser composta por mais de 56000 artigos, 380 livros e 400 anais de congressos [148]. É possível afirmar que o Método dos Elementos Finitos aplicado à análise de estruturas sólidas está em constante evolução, com o desenvolvimento de formulações de elementos mais aperfeiçoadas [79,86,89,105,135,182,197,203,232,246], novos modelos de materiais [14,67,168], propostas de algoritmos numéricos [171,200,251], otimizações [44,53,181], notas de aplicação [3,206], entre outros tópicos.…”

Section: O Método Dos Elementos Finitosunclassified

Um programa de elementos finitos em GPU e orientado a objetos para análise dinâmica não linear de estruturas.

Yamassaki¹

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A Deus, minha mãe, meu irmão e minhas plantas (!) vii AgradecimentosPrimeiramente, agradeço a Deus pela grande ajuda em tornar este trabalho realidade. Em seguida, duas pessoas foram meus grandes mentores e exemplos que ouvi e segui durante todo este tempo: minha mãe, Amélia, e meu irmão, Ricardo. Durante o doutorado, mesmo quando eu me perdia em devaneios sobre a arquitetura do programa ou contava sobre as ideias malucas que tinha, eles sempre ouviam atentamente, sendo as pessoas com quem mais compartilhei as alegrias e tristezas ao longo do processo. Amélia e Ricardo, muito obrigado por tudo! Recebi bastante apoio dos meus colegas no GMSIE, o Grupo de Mecâ-nica dos Sólidos e Impacto em Estruturas. Seguem agradecimentos especiais para Rafael Santiago, Rafael Moura, Roberto Oshiro, Leonardo Mazzariol e Miguel Gonzales, pela paciência e oferecerem boas ideias, além de explicar não-linearidade para um não-engenheiro.Seguem também agradecimentos à Profa. Larissa Driemeier, pelas explicações iniciais em não-linearidade, e ao Prof. Marco Lúcio Bittencourt, pelas valiosas discussões. E, é claro, não podia faltar agradecimentos ao meu orientador, o Prof. Marcílio Alves, que me ofereceu esta grande oportunidade, para um aluno de computação e me apoiou enquanto eu desvendava a área de Engenharia. Por último, agradeço à CAPES pelo financiamento concedido e à Escola Politécnica e à Universidade de São Paulo, pelo oferecimento das instalações onde foi realizado o trabalho.Fui excêntrico ao dedicar este trabalho às minhas plantas. O estresse que sofri por causa da demanda por resultados quase me abalou física e mentalmente. Cultivar plantas foi o que me garantiu dias menos estressantes, se tornando uma verdadeira terapia. Aliás, para esclarecer, alguns nomes dos componentes da arquitetura do programa aqui discutido são nomes de plantas que cultivo. ABSTRACTIt has been recognized that the adoption of graphics processing units (GPU) can significantly boost numerical methods in scientific applications. In order to support such technology, it is necessary to readapt the program, which requires code flexibility. In this work, it is presented the architecture of a finite element (FEM) analysis program for structural analysis with GPU support. Object-oriented design is used to guide development and to build code into a flexible structure. Program scalability is achieved by extensibility of its features, provided by run-time loaded components. In order to demonstrate code robustness, the software is directed to the study of structural dynamics, considering complex non-linear aspects of material (plasticity) and geometry (large displacements). Code accuracy is checked by comparing with known literature problems and with commercial solver packages (ABAQUS). The comparison shows good agreement in the results. The GPU code speedup is analysed against timings of CPU program code, where it is observed performance gain up to 10 times.

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Inelastic analysis of steel frames with a solid-like finite element

Cited by 14 publications

References 15 publications

Kinematically exact elastoplastic analysis of steelo rods with compact cross sections.

Kinematically exact elastoplastic analysis of steelo rods with compact cross sections.

Inelastic Ultimate Load Analysis of Steel Frames Considering Lateral Torsional Buckling Under Distributed Loads

Um programa de elementos finitos em GPU e orientado a objetos para análise dinâmica não linear de estruturas.

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