Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression
Autor(a) principal: | |
---|---|
Data de Publicação: | 2023 |
Tipo de documento: | Tese |
Idioma: | eng |
Título da fonte: | Repositório Institucional da UFMG |
Texto Completo: | http://hdl.handle.net/1843/63446 |
Resumo: | This thesis presents a comprehensive study concerning the buckling behaviour of mono-symmetric I-section beams and angle sections in concentric and eccentric compression. The lateral-torsional resistance of prismatic double-symmetric I-section beams is accurately predicted using a mechanically consistent Ayrton-Perry approach, combined with a calibrated generalized imperfection. The corresponding design formulation was recently adopted in the revised version of Eurocode 3. However, for prismatic mono-symmetric I-section beams, the General Case shall be used while for non-prismatic beams only the General Method is available. Both methods present a very large scatter and, in most cases, highly underestimate the lateral-torsional buckling resistance. This work proposes an extension to the General Formulation for non-prismatic beams with arbitrary boundary conditions, partial lateral restraints, and arbitrary loading for mono-symmetric I-sections. Using an advanced numerical model calibrated with experimental test results, a large parametric study is undertaken, and its results are used to assess the available design methodologies and the proposed method. It is concluded that the General Formulation provides excellent safe-sided estimates of the Lateral Torsional Buckling (LTB) resistance, and it is confirmed the weak performance of the General Case and the General Method. Regarding the angle sections under compression, this work presents an extensive advanced numerical study also calibrated with recent experimental results available in the literature on the buckling behavior of hot-rolled steel angles under concentric and eccentric compression. Conclusions may support the ongoing revision in Europe of the design rules for angles concentrically and eccentrically loaded in compression. The numerical results were used for the assessment of existing design procedures commonly applied in practice (Eurocodes and AISC – American Institute of Steel Construction), as well as new recently proposed recommendations. In general, the current analytical rules do not present good agreement with the experimental and calibrated numerical results, even showing unsafe results for some slenderness ranges. In the case of fixed members in eccentric compression, these design rules are extremely conservative, reaching ratios r_N (ratio between numerical and analytical resistances) more than 2. The new proposals resulting from the project ANGELHY present an improved agreement with the numerical results, showing that they may efficiently replace the current design rules in the Eurocodes. However, for concentric compression, a reliability assessment shows that the required partial factor is γ_M1^* = 1.1. Finally, the General Formulation is adapted to angle sections in compression, where once again good performance of the proposed method is observed. |
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Hermes Carvalhohttp://lattes.cnpq.br/7254461558501100Luis Alberto Proença Simões da Silvahttp://lattes.cnpq.br/2909656061116455Armando Cesar Campos LavallRodrigo Barreto CaldasHelena Maria dos Santos GervásioArlene Maria Cunha SarmanhoLuciano Rodrigues Ornelas de Limahttp://lattes.cnpq.br/1007284396602455José Onésimo Gomes Junyor2024-01-29T11:10:51Z2024-01-29T11:10:51Z2023-12-20http://hdl.handle.net/1843/63446This thesis presents a comprehensive study concerning the buckling behaviour of mono-symmetric I-section beams and angle sections in concentric and eccentric compression. The lateral-torsional resistance of prismatic double-symmetric I-section beams is accurately predicted using a mechanically consistent Ayrton-Perry approach, combined with a calibrated generalized imperfection. The corresponding design formulation was recently adopted in the revised version of Eurocode 3. However, for prismatic mono-symmetric I-section beams, the General Case shall be used while for non-prismatic beams only the General Method is available. Both methods present a very large scatter and, in most cases, highly underestimate the lateral-torsional buckling resistance. This work proposes an extension to the General Formulation for non-prismatic beams with arbitrary boundary conditions, partial lateral restraints, and arbitrary loading for mono-symmetric I-sections. Using an advanced numerical model calibrated with experimental test results, a large parametric study is undertaken, and its results are used to assess the available design methodologies and the proposed method. It is concluded that the General Formulation provides excellent safe-sided estimates of the Lateral Torsional Buckling (LTB) resistance, and it is confirmed the weak performance of the General Case and the General Method. Regarding the angle sections under compression, this work presents an extensive advanced numerical study also calibrated with recent experimental results available in the literature on the buckling behavior of hot-rolled steel angles under concentric and eccentric compression. Conclusions may support the ongoing revision in Europe of the design rules for angles concentrically and eccentrically loaded in compression. The numerical results were used for the assessment of existing design procedures commonly applied in practice (Eurocodes and AISC – American Institute of Steel Construction), as well as new recently proposed recommendations. In general, the current analytical rules do not present good agreement with the experimental and calibrated numerical results, even showing unsafe results for some slenderness ranges. In the case of fixed members in eccentric compression, these design rules are extremely conservative, reaching ratios r_N (ratio between numerical and analytical resistances) more than 2. The new proposals resulting from the project ANGELHY present an improved agreement with the numerical results, showing that they may efficiently replace the current design rules in the Eurocodes. However, for concentric compression, a reliability assessment shows that the required partial factor is γ_M1^* = 1.1. Finally, the General Formulation is adapted to angle sections in compression, where once again good performance of the proposed method is observed.Esta tese apresenta um estudo abrangente sobre o comportamento à flambagem de vigas monossimétricas de seção I e cantoneiras comprimidas concêntrica e excentricamente. A resistência à flambagem lateral com torção de vigas prismáticas de seção I duplamente simétricas é obtida usando-se uma abordagem mecanicamente consistente baseada na Equação de Ayrton-Perry, combinada com uma imperfeição generalizada previamente calibrada. Esta formulação foi adotada nas versões mais recentes do Eurocódigo 3. No entanto, para vigas prismáticas monossimétricas de secção I, deve-se ainda utilizar o Caso Geral, enquanto para vigas não prismáticas o recomendado é o Método Geral. Ambos os métodos apresentam uma dispersão muito grande de resultados e, na maioria dos casos, subestimam fortemente a resistência à flambagem lateral com torção. Este trabalho propõe uma extensão da Formulação Geral para vigas não prismáticas de seção monossimétrica com condições de contorno, restrições laterais parciais e carregamentos arbitrários. Através de um modelo numérico calibrado com resultados de ensaios experimentais, um extenso estudo paramétrico foi realizado e seus resultados foram usados para avaliar as metodologias de dimensionamento disponíveis e o método proposto. Conclui-se que a Formulação Geral fornece excelentes e seguras estimativas para a resistência à flambagem lateral com torção e atesta-se a limitação do uso do Caso Geral e do Método Geral presentes nos Eurocódigos. No que diz respeito às cantoneiras comprimidas, este trabalho apresenta um extenso estudo numérico calibrado com resultados experimentais recentes disponíveis na literatura, sobre o comportamento à flambagem de cantoneiras de aço laminadas a quente sob compressão concêntrica e excêntrica. As conclusões obtidas com esse estudo visam subsidiar a revisão em curso das recomendações de projeto para cantoneiras comprimidas na Europa. Os resultados numéricos foram utilizados para a avaliação dos procedimentos de dimensionamento comumente aplicados na prática (Eurocódigos e AISC – American Institute of Steel Construction), bem como as novas recomendações recentemente propostas na literatura. Em geral, as regras de projeto atuais não apresentaram boa concordância com os resultados numéricos, apresentando resultados fora dos limites admissíveis para algumas faixas de esbeltezes. No caso de barras engastadas nas extremidades e em compressão excêntrica, as recomendações de cálculo são extremamente conservadoras, atingindo relações r_N (razão entre resistências numéricas e analíticas) superiores a 2. As propostas do projeto ANGELHY apresentam a melhor concordância com os resultados numéricos, demonstrando assim que podem substituir de forma eficiente as atuais recomendações de dimensionamento presentes nos Eurocódigos. No entanto, para compressão concêntrica, uma análise de confiabilidade mostra que há necessidade de adoção de um coeficiente parcial de segurança igual a γ_M1^* = 1,1. Por fim, a Formulação Geral é adaptada para cantoneiras comprimidas, onde mais uma vez observa-se bom desempenho do método proposto.CNPq - Conselho Nacional de Desenvolvimento Científico e TecnológicoCAPES - Coordenação de Aperfeiçoamento de Pessoal de Nível SuperiorengUniversidade Federal de Minas GeraisPrograma de Pós-Graduação em Engenharia de EstruturasUFMGBrasilENG - DEPARTAMENTO DE ENGENHARIA ESTRUTURASENGENHARIA - ESCOLA DE ENGENHARIAPrograma Institucional de Internacionalização – CAPES - PrIntEngenharia de estruturasMetaisVigasEstabilidadeModelos matemáticosMono-symmetric beamsSteel angles in compressionEurocode 3StabilityGeneral formulationBuckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compressionResistência à flambagem de barras de aço monosimétricas : vigas não prismáticas de seções I monosimétricas, e cantoneiras de abas iguais submetidas à compressão concêntrica e excêntricainfo:eu-repo/semantics/publishedVersioninfo:eu-repo/semantics/doctoralThesisinfo:eu-repo/semantics/openAccessreponame:Repositório Institucional da UFMGinstname:Universidade Federal de Minas Gerais (UFMG)instacron:UFMGORIGINALPhD_Thesis_GomesJr_PDFa.pdfPhD_Thesis_GomesJr_PDFa.pdfapplication/pdf8364977https://repositorio.ufmg.br/bitstream/1843/63446/1/PhD_Thesis_GomesJr_PDFa.pdfa05bc04dae678bc4adae1c28d01e7f2bMD51LICENSElicense.txtlicense.txttext/plain; charset=utf-82118https://repositorio.ufmg.br/bitstream/1843/63446/2/license.txtcda590c95a0b51b4d15f60c9642ca272MD521843/634462024-01-29 08:10:51.9oai:repositorio.ufmg.br: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ório de PublicaçõesPUBhttps://repositorio.ufmg.br/oaiopendoar:2024-01-29T11:10:51Repositório Institucional da UFMG - Universidade Federal de Minas Gerais (UFMG)false |
dc.title.pt_BR.fl_str_mv |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
dc.title.alternative.pt_BR.fl_str_mv |
Resistência à flambagem de barras de aço monosimétricas : vigas não prismáticas de seções I monosimétricas, e cantoneiras de abas iguais submetidas à compressão concêntrica e excêntrica |
title |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
spellingShingle |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression José Onésimo Gomes Junyor Mono-symmetric beams Steel angles in compression Eurocode 3 Stability General formulation Engenharia de estruturas Metais Vigas Estabilidade Modelos matemáticos |
title_short |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
title_full |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
title_fullStr |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
title_full_unstemmed |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
title_sort |
Buckling resistance of mono-symmetric steel members : mono-symmetric I-sections and non-prismatic beams, and equal-leg angles subjected to concentric and eccentric compression |
author |
José Onésimo Gomes Junyor |
author_facet |
José Onésimo Gomes Junyor |
author_role |
author |
dc.contributor.advisor1.fl_str_mv |
Hermes Carvalho |
dc.contributor.advisor1Lattes.fl_str_mv |
http://lattes.cnpq.br/7254461558501100 |
dc.contributor.advisor2.fl_str_mv |
Luis Alberto Proença Simões da Silva |
dc.contributor.advisor2Lattes.fl_str_mv |
http://lattes.cnpq.br/2909656061116455 |
dc.contributor.advisor-co1.fl_str_mv |
Armando Cesar Campos Lavall |
dc.contributor.referee1.fl_str_mv |
Rodrigo Barreto Caldas |
dc.contributor.referee2.fl_str_mv |
Helena Maria dos Santos Gervásio |
dc.contributor.referee3.fl_str_mv |
Arlene Maria Cunha Sarmanho |
dc.contributor.referee4.fl_str_mv |
Luciano Rodrigues Ornelas de Lima |
dc.contributor.authorLattes.fl_str_mv |
http://lattes.cnpq.br/1007284396602455 |
dc.contributor.author.fl_str_mv |
José Onésimo Gomes Junyor |
contributor_str_mv |
Hermes Carvalho Luis Alberto Proença Simões da Silva Armando Cesar Campos Lavall Rodrigo Barreto Caldas Helena Maria dos Santos Gervásio Arlene Maria Cunha Sarmanho Luciano Rodrigues Ornelas de Lima |
dc.subject.por.fl_str_mv |
Mono-symmetric beams Steel angles in compression Eurocode 3 Stability General formulation |
topic |
Mono-symmetric beams Steel angles in compression Eurocode 3 Stability General formulation Engenharia de estruturas Metais Vigas Estabilidade Modelos matemáticos |
dc.subject.other.pt_BR.fl_str_mv |
Engenharia de estruturas Metais Vigas Estabilidade Modelos matemáticos |
description |
This thesis presents a comprehensive study concerning the buckling behaviour of mono-symmetric I-section beams and angle sections in concentric and eccentric compression. The lateral-torsional resistance of prismatic double-symmetric I-section beams is accurately predicted using a mechanically consistent Ayrton-Perry approach, combined with a calibrated generalized imperfection. The corresponding design formulation was recently adopted in the revised version of Eurocode 3. However, for prismatic mono-symmetric I-section beams, the General Case shall be used while for non-prismatic beams only the General Method is available. Both methods present a very large scatter and, in most cases, highly underestimate the lateral-torsional buckling resistance. This work proposes an extension to the General Formulation for non-prismatic beams with arbitrary boundary conditions, partial lateral restraints, and arbitrary loading for mono-symmetric I-sections. Using an advanced numerical model calibrated with experimental test results, a large parametric study is undertaken, and its results are used to assess the available design methodologies and the proposed method. It is concluded that the General Formulation provides excellent safe-sided estimates of the Lateral Torsional Buckling (LTB) resistance, and it is confirmed the weak performance of the General Case and the General Method. Regarding the angle sections under compression, this work presents an extensive advanced numerical study also calibrated with recent experimental results available in the literature on the buckling behavior of hot-rolled steel angles under concentric and eccentric compression. Conclusions may support the ongoing revision in Europe of the design rules for angles concentrically and eccentrically loaded in compression. The numerical results were used for the assessment of existing design procedures commonly applied in practice (Eurocodes and AISC – American Institute of Steel Construction), as well as new recently proposed recommendations. In general, the current analytical rules do not present good agreement with the experimental and calibrated numerical results, even showing unsafe results for some slenderness ranges. In the case of fixed members in eccentric compression, these design rules are extremely conservative, reaching ratios r_N (ratio between numerical and analytical resistances) more than 2. The new proposals resulting from the project ANGELHY present an improved agreement with the numerical results, showing that they may efficiently replace the current design rules in the Eurocodes. However, for concentric compression, a reliability assessment shows that the required partial factor is γ_M1^* = 1.1. Finally, the General Formulation is adapted to angle sections in compression, where once again good performance of the proposed method is observed. |
publishDate |
2023 |
dc.date.issued.fl_str_mv |
2023-12-20 |
dc.date.accessioned.fl_str_mv |
2024-01-29T11:10:51Z |
dc.date.available.fl_str_mv |
2024-01-29T11:10:51Z |
dc.type.status.fl_str_mv |
info:eu-repo/semantics/publishedVersion |
dc.type.driver.fl_str_mv |
info:eu-repo/semantics/doctoralThesis |
format |
doctoralThesis |
status_str |
publishedVersion |
dc.identifier.uri.fl_str_mv |
http://hdl.handle.net/1843/63446 |
url |
http://hdl.handle.net/1843/63446 |
dc.language.iso.fl_str_mv |
eng |
language |
eng |
dc.relation.pt_BR.fl_str_mv |
Programa Institucional de Internacionalização – CAPES - PrInt |
dc.rights.driver.fl_str_mv |
info:eu-repo/semantics/openAccess |
eu_rights_str_mv |
openAccess |
dc.publisher.none.fl_str_mv |
Universidade Federal de Minas Gerais |
dc.publisher.program.fl_str_mv |
Programa de Pós-Graduação em Engenharia de Estruturas |
dc.publisher.initials.fl_str_mv |
UFMG |
dc.publisher.country.fl_str_mv |
Brasil |
dc.publisher.department.fl_str_mv |
ENG - DEPARTAMENTO DE ENGENHARIA ESTRUTURAS ENGENHARIA - ESCOLA DE ENGENHARIA |
publisher.none.fl_str_mv |
Universidade Federal de Minas Gerais |
dc.source.none.fl_str_mv |
reponame:Repositório Institucional da UFMG instname:Universidade Federal de Minas Gerais (UFMG) instacron:UFMG |
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UFMG |
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Repositório Institucional da UFMG |
collection |
Repositório Institucional da UFMG |
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