{"id":14910,"date":"2018-03-09T09:01:48","date_gmt":"2018-03-09T09:01:48","guid":{"rendered":"https:\/\/www.deberes.net\/tesis\/sin-categoria\/un-modelo-de-deformabilidad-para-suelos-no-saturados\/"},"modified":"2018-03-09T09:01:48","modified_gmt":"2018-03-09T09:01:48","slug":"un-modelo-de-deformabilidad-para-suelos-no-saturados","status":"publish","type":"post","link":"https:\/\/www.deberes.net\/tesis\/ciencias-de-la-tierra-y-del-espacio\/un-modelo-de-deformabilidad-para-suelos-no-saturados\/","title":{"rendered":"Un modelo de deformabilidad para suelos no saturados"},"content":{"rendered":"<h2>Tesis doctoral de <strong> Juan Robles Santamarta <\/strong><\/h2>\n<p>En este trabajo se presenta un modelo constitutivo elastopl\u00e1stico que describe el comportamiento deformacional y los estados de rotura de los suelos no saturados, para cualquier trayectoria tensional. El modelo est\u00e1 formulado como un modelo de estado cr\u00edtico, en el marco de la teor\u00eda de plasticidad rigidizable; utilizando tres variables de estado: tensi\u00f3n neta (p), succi\u00f3n (s) y tensi\u00f3n desviadora (q). Dicho modelo, dependiendo del estado tensional et\u00e1 formado por los dos siguientes modelos.  modelo para estados tensionales is\u00f3tropos (e.E.Q=0). Describe el comportamiento deformacional de los suelos no saturados, para cualquier trayectoria tensional. mide el cambio del volumen espec\u00edfico (v) producido por recorridos tensionales donde la tensi\u00f3n neta o la succi\u00f3n son constantes. Su formulaci\u00f3n surge al considerar el problema global del comportamiento deformacional de los suelos no saturados subdividido en tres modelos: modelo de rigidez, modelo de preconsolidaci\u00f3n est\u00e1tico y modelo de preconsolidaci\u00f3n din\u00e1mico.  * el modelo de rigidez es una extensi\u00f3n de los correspondientes casos de los ejes axiales: l\u00ednea de consolidaci\u00f3n normal y l\u00edneas de descarga-carga. dicha extensi\u00f3n utiliza un principio de tensiones, clave en el desarrollo de este trabajo. Este principio permite establecer una relaci\u00f3n entre la variable (tensi\u00f3n efectiva de terzghi) que determina el comportamiento deformacional de los suelos para el caso saturado, y la correspondiente para el caso no saturado. Dicho modelo queda determinado por cinco ecuaciones en derivadas parciales de primer orden.  * el modelo de preconsolidaci\u00f3n est\u00e1tico o superficie de fluencia inicial, determina la posici\u00f3n y forma del nivel de preconsolidaci\u00f3n del suelo, justo antes de iniciar el recorrido tensional. La superficie de fluencia inicial se obtiene a partir de tests experimentales realizados en laboratorio.  * el modelo de preconsolidaci\u00f3n din\u00e1mico determina la for<\/p>\n<p>&nbsp;<\/p>\n<h3>Datos acad\u00e9micos de la tesis doctoral \u00ab<strong>Un modelo de deformabilidad para suelos no saturados<\/strong>\u00ab<\/h3>\n<ul>\n<li><strong>T\u00edtulo de la tesis:<\/strong>\u00a0 Un modelo de deformabilidad para suelos no saturados <\/li>\n<li><strong>Autor:<\/strong>\u00a0 Juan Robles Santamarta <\/li>\n<li><strong>Universidad:<\/strong>\u00a0 Polit\u00e9cnica de Madrid<\/li>\n<li><strong>Fecha de lectura de la tesis:<\/strong>\u00a0 20\/12\/2001<\/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>Francisco Javier Elorza Tenreiro<\/li>\n<\/ul>\n<\/li>\n<li><strong>Tribunal<\/strong>\n<ul>\n<li>Presidente del tribunal: Carlos Conde l\u00e1zaro <\/li>\n<li>Jos\u00e9 Luis Morant  ram\u00f3n (vocal)<\/li>\n<li>eduardo alonso P\u00e9rez de \u00e1greda (vocal)<\/li>\n<li>Mar\u00eda  victoria Villar galicia (vocal)<\/li>\n<\/ul>\n<\/li>\n<\/ul>\n<p>&nbsp;<\/p>\n","protected":false},"excerpt":{"rendered":"<p>Tesis doctoral de Juan Robles Santamarta En este trabajo se presenta un modelo constitutivo elastopl\u00e1stico que describe el comportamiento deformacional [&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 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