{"id":58197,"date":"2018-03-09T22:46:02","date_gmt":"2018-03-09T22:46:02","guid":{"rendered":"https:\/\/www.deberes.net\/tesis\/sin-categoria\/diseno-de-elementos-estructurales-de-acero-sometidos-a-flexio-compresion-desarrollo-teorico-y-estudio-comparativo\/"},"modified":"2018-03-09T22:46:02","modified_gmt":"2018-03-09T22:46:02","slug":"diseno-de-elementos-estructurales-de-acero-sometidos-a-flexio-compresion-desarrollo-teorico-y-estudio-comparativo","status":"publish","type":"post","link":"https:\/\/www.deberes.net\/tesis\/construcciones-metalicas\/diseno-de-elementos-estructurales-de-acero-sometidos-a-flexio-compresion-desarrollo-teorico-y-estudio-comparativo\/","title":{"rendered":"Dise\u00f1o de elementos estructurales de acero sometidos a flexio-compresi\u00f3n: desarrollo te\u00f3rico y estudio comparativo"},"content":{"rendered":"<h2>Tesis doctoral de <strong> Janny Jim Yong Ayon <\/strong><\/h2>\n<p>Dise\u00f1o de elementos estructurales de acero sometidos a flexo-compresion: desarrollo te\u00f3rico y estudio comparativo #resumen: esta memoria presenta, en primer lugar, la teor\u00eda y los principios de la estabilidad estructural de los elementos flexo-comprimidos. Incluye tanto los nuevos m\u00e9todos utilizados para el an\u00e1lisis y dise\u00f1o de los \u00abbeam-columns\u00bb como su proceso de desarrollo e incorporaci\u00f3n al euroc\u00f3digo 3 (ec3 2005) y a la norma americana (aisc lrfd 1994). En segundo lugar, se realiza un estudio exhaustivo del factor de momento uniforme equivalente de pandeo lateral (fmue). Este factor se emplea para determinar el momento critico el\u00e1stico, y \u00e9ste a su vez se emplea para verificar el estado limite \u00faltimo de un elemento sometido a flexi\u00f3n pura y a flexo-compresi\u00f3n. De la revisi\u00f3n bibliogr\u00e1fica se desprende que las normas pueden proporcionar valores de fmue muy conservadores en vigas simplemente apoyadas, y no conservadores en vigas con apoyos dise\u00f1ados para prevenir la flexi\u00f3n lateral y el alabeo. Con el prop\u00f3sito de aclarar las situaciones en donde los fmue de las normas aparecen contradictorios con los resultados computacionales recientes, se brinda en esta memoria un conjunto de valores de fmue, que han sido obtenidos usando el m\u00e9todo de elementos finitos y la t\u00e9cnica de diferencias finitas, una atenci\u00f3n muy especial se ha puesto en los casos donde la flexi\u00f3n lateral y el alabeo son impedidos en los apoyos del elemento puesto que son pocos los resultados que existen para estos casos. Una de las grandes ventajas de la norma americana (aisc lrfd 1994) y de la norma brit\u00e1nica cbs 5950-1 2000) es que proporcionan expresiones sencillas para determinar el fmue para cualquier distribuci\u00f3n de momentos; sin embargo, estas expresiones no toman en cuentan las restricciones de los apoyos extremos del elemento. En esta memoria, se plantea una nueva expresi\u00f3n general para calcular el fmue, que es aplicable a cualquier distribuci\u00f3n de momentos y condiciones de enlaces, y que proporciona mejores resultados que las expresiones dadas por el aisc lrfd (1994) y bs 5950-1 (2000).  Por \u00faltimo, con el prop\u00f3sito de identificar similitudes y diferencias en las filosof\u00edas de dise\u00f1o del aisc lrfd (1994) y ec3 (2005), se realiza en este trabajo un estudio comparativo de los estados l\u00edmites \u00faltimos de los elementos sometidos a compresi\u00f3n pura, flexi\u00f3n pura y flexo-compresi\u00f3n. Para cuantificar la diferencia en resistencia, se trabaj\u00f3 con perfiles laminados de secciones h e i, los cuales fueron analizados con diferentes valores de esbeltez y con los casos m\u00e1s frecuentes de distribuciones lineales y parab\u00f3licas de momentos. Los resultados son presentados gr\u00e1ficamente en diagramas de interacci\u00f3n para facilitar su interpretaci\u00f3n. Este estudio comparativo muestra que las capacidades resistentes dadas por el aisc lrfd (1994) y los dos m\u00e9todos el ec3 (2005) pueden diferir apreciablemente cuando el valor de la esbeltez es alto y el elemento flexo-comprimido est\u00e1 sometido a una distribuci\u00f3n lineal de momento bi-triangular.   this thesis presents the concepts and principies of structural stability of beam-columns, and includes not only new methods in the analysis and design but also the background about how these procedures were derived and incorporated to the eurocode 3 (ec3 2005) and the american standard code (aisc lrfd 1994).  Furthermore, this thesis focuses on the equivalent uniform moment factor (eumf), which is used to compute the elastic critical moment of lateral-torsional buckling. A review of eumf val\u00faes given by modern steelwork standards and their comparison with recent results presented in the literature shows that whilst codes may lead to very conservative val\u00faes for simply supported beams, non-conservative val\u00faes are obtained in the case of support types designed to restrict lateral bending and warping. In order to clarify situations where eumf val\u00faes proposed by modern codes appear contradictory with recent computational results, the thesis presents a significant set of eumf val\u00faes obtained using both finite differences and finite elements techniques. Particular attention has been given to instances where lateral bending and warping are prevented at beam supports since very few results from these cases have been published. A major advantage of codes, such as the american aisc lrfd (1994) and the british bs 5950-1 (2000), is that they provide closed-form expressions to compute the eumf for any moment distribution. Unfortunately, these closed-form expressions do not take into account changes in the eumf due to end support restrictions. This thesis proposes a general closed-form expression that not only delivers similar advantages but also improves the results given by those codes. Finally, in order to identify similarities and differences in the design philosopnies of aisc lrfd (1994) and ec3 (2005), the thesis presents a comparative study of the ultimate limit states in members under pur\u00e9 compression, pur\u00e9 bending and combined axial compression forc\u00e9 and bending. This comparative study is performed for a rolled i-section with different slenderness. Most frequent cases of linear and parabolic moment distributions are considered. The results are presented graphically by means of interaction diagrams to facilitate their interpretation and to detect differences in resistance. The comparative study shows that the resistance capacities given by lrfd and the two methods of ec3 can differ appreciably when slenderness is hign and the member is subjected to linear moment distribution with opposite end-moments.<\/p>\n<p>&nbsp;<\/p>\n<h3>Datos acad\u00e9micos de la tesis doctoral \u00ab<strong>Dise\u00f1o de elementos estructurales de acero sometidos a flexio-compresi\u00f3n: desarrollo te\u00f3rico y estudio comparativo<\/strong>\u00ab<\/h3>\n<ul>\n<li><strong>T\u00edtulo de la tesis:<\/strong>\u00a0 Dise\u00f1o de elementos estructurales de acero sometidos a flexio-compresi\u00f3n: desarrollo te\u00f3rico y estudio comparativo <\/li>\n<li><strong>Autor:<\/strong>\u00a0 Janny Jim Yong Ayon <\/li>\n<li><strong>Universidad:<\/strong>\u00a0 Navarra<\/li>\n<li><strong>Fecha de lectura de la tesis:<\/strong>\u00a0 26\/04\/2007<\/li>\n<\/ul>\n<p>&nbsp;<\/p>\n<h3>Direcci\u00f3n y tribunal<\/h3>\n<ul>\n<li><strong>Director de la tesis<\/strong>\n<ul>\n<li>Miguel Angel Serna Oliveira<\/li>\n<\/ul>\n<\/li>\n<li><strong>Tribunal<\/strong>\n<ul>\n<li>Presidente del tribunal: eduardo Bayo perez <\/li>\n<li>enrique Hernandez montes (vocal)<\/li>\n<li>Jos\u00e9 Antonio Tarrago carcedo (vocal)<\/li>\n<li>alfonso Loureiro montero (vocal)<\/li>\n<\/ul>\n<\/li>\n<\/ul>\n<p>&nbsp;<\/p>\n","protected":false},"excerpt":{"rendered":"<p>Tesis doctoral de Janny Jim Yong Ayon Dise\u00f1o de elementos estructurales de acero sometidos a flexo-compresion: desarrollo te\u00f3rico y estudio [&hellip;]<\/p>\n","protected":false},"author":1,"featured_media":0,"comment_status":"open","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"site-sidebar-layout":"default","site-content-layout":"","ast-site-content-layout":"","site-content-style":"default","site-sidebar-style":"default","ast-global-header-display":"","ast-banner-title-visibility":"","ast-main-header-display":"","ast-hfb-above-header-display":"","ast-hfb-below-header-display":"","ast-hfb-mobile-header-display":"","site-post-title":"","ast-breadcrumbs-content":"","ast-featured-img":"","footer-sml-layout":"","theme-transparent-header-meta":"","adv-header-id-meta":"","stick-header-meta":"","header-above-stick-meta":"","header-main-stick-meta":"","header-below-stick-meta":"","astra-migrate-meta-layouts":"default","ast-page-background-enabled":"default","ast-page-background-meta":{"desktop":{"background-color":"var(--ast-global-color-4)","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""},"tablet":{"background-color":"","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""},"mobile":{"background-color":"","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""}},"ast-content-background-meta":{"desktop":{"background-color":"var(--ast-global-color-5)","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""},"tablet":{"background-color":"var(--ast-global-color-5)","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""},"mobile":{"background-color":"var(--ast-global-color-5)","background-image":"","background-repeat":"repeat","background-position":"center center","background-size":"auto","background-attachment":"scroll","background-type":"","background-media":"","overlay-type":"","overlay-color":"","overlay-gradient":""}},"footnotes":""},"categories":[57940,13282,15693,17749,16465],"tags":[43949,32362,78244,128580,13039,17883],"class_list":["post-58197","post","type-post","status-publish","format-standard","hentry","category-codigos-de-edificacion","category-construcciones-metalicas","category-ingenieria-estructural","category-navarra","category-resistencia-de-estructuras","tag-alfonso-loureiro-montero","tag-eduardo-bayo-perez","tag-enrique-hernandez-montes","tag-janny-jim-yong-ayon","tag-jose-antonio-tarrago-carcedo","tag-miguel-angel-serna-oliveira"],"_links":{"self":[{"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/posts\/58197","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/users\/1"}],"replies":[{"embeddable":true,"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/comments?post=58197"}],"version-history":[{"count":0,"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/posts\/58197\/revisions"}],"wp:attachment":[{"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/media?parent=58197"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/categories?post=58197"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/www.deberes.net\/tesis\/wp-json\/wp\/v2\/tags?post=58197"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}