{"id":2928,"date":"2023-06-22T11:39:26","date_gmt":"2023-06-22T11:39:26","guid":{"rendered":"https:\/\/geo-webonline.com\/?page_id=2928"},"modified":"2025-04-06T17:45:04","modified_gmt":"2025-04-06T17:45:04","slug":"uso-del-modulo-de-corte-g-en-analisis-de-asentamientos-de-cimentaciones-bajo-cargas-estaticas","status":"publish","type":"page","link":"https:\/\/geo-webonline.com\/en\/uso-del-modulo-de-corte-g-en-analisis-de-asentamientos-de-cimentaciones-bajo-cargas-estaticas\/","title":{"rendered":"Use of shear modulus g in foundation settlement analysis"},"content":{"rendered":"<div data-elementor-type=\"wp-page\" data-elementor-id=\"2928\" class=\"elementor elementor-2928\" data-elementor-post-type=\"page\">\n\t\t\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-340f854 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"340f854\" data-element_type=\"section\" 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menu-item-type-post_type menu-item-object-page menu-item-2318\"><a href=\"https:\/\/geo-webonline.com\/en\/servicios-de-consultoria\/\" class=\"elementor-item\" tabindex=\"-1\">Servicios de consultor\u00eda<\/a><\/li>\n<li class=\"menu-item menu-item-type-post_type menu-item-object-page menu-item-3224\"><a href=\"https:\/\/geo-webonline.com\/en\/proyecto-geotecnico\/\" class=\"elementor-item\" tabindex=\"-1\">Proyectos geot\u00e9cnicos<\/a><\/li>\n<li class=\"menu-item menu-item-type-post_type menu-item-object-page menu-item-1168\"><a href=\"https:\/\/geo-webonline.com\/en\/contacto\/\" class=\"elementor-item\" tabindex=\"-1\">Contact<\/a><\/li>\n<\/ul>\t\t\t<\/nav>\n\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-58933b9 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"58933b9\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-c3e7f4a\" data-id=\"c3e7f4a\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-cfd448a elementor-widget elementor-widget-heading\" data-id=\"cfd448a\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"heading.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<h2 class=\"elementor-heading-title elementor-size-default\">Uso del m\u00f3dulo de corte \u201cG\u201d en an\u00e1lisis de asentamientos de cimentaciones bajo cargas est\u00e1ticas<\/h2>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-f2e7a03 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"f2e7a03\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-0e7cd60\" data-id=\"0e7cd60\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-a958cea elementor-widget elementor-widget-text-editor\" data-id=\"a958cea\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p><em>Traditionally, in Geotechnical Engineering, the deformation modulus E has been used for the estimation of settlements in foundations under static loads. However, if the mechanical behavior of the soil is considered, the use of the shear modulus G is more convenient, even though it is not frequently employed for this type of analysis. Do you want to learn more about this topic? Continue reading this post... <\/em><\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-23683ab elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"23683ab\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-8e979fc\" data-id=\"8e979fc\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-c5d9e0a elementor-toc--minimized-on-tablet elementor-widget elementor-widget-table-of-contents\" data-id=\"c5d9e0a\" data-element_type=\"widget\" data-e-type=\"widget\" data-settings=\"{&quot;headings_by_tags&quot;:[&quot;h3&quot;],&quot;exclude_headings_by_selector&quot;:[],&quot;no_headings_message&quot;:&quot;No headings were found on this page.&quot;,&quot;marker_view&quot;:&quot;numbers&quot;,&quot;minimize_box&quot;:&quot;yes&quot;,&quot;minimized_on&quot;:&quot;tablet&quot;,&quot;hierarchical_view&quot;:&quot;yes&quot;,&quot;min_height&quot;:{&quot;unit&quot;:&quot;px&quot;,&quot;size&quot;:&quot;&quot;,&quot;sizes&quot;:[]},&quot;min_height_tablet&quot;:{&quot;unit&quot;:&quot;px&quot;,&quot;size&quot;:&quot;&quot;,&quot;sizes&quot;:[]},&quot;min_height_mobile&quot;:{&quot;unit&quot;:&quot;px&quot;,&quot;size&quot;:&quot;&quot;,&quot;sizes&quot;:[]}}\" data-widget_type=\"table-of-contents.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<div class=\"elementor-toc__header\">\n\t\t\t\t\t\t<h4 class=\"elementor-toc__header-title\">\n\t\t\t\tContent\t\t\t<\/h4>\n\t\t\t\t\t\t\t\t\t\t<div class=\"elementor-toc__toggle-button elementor-toc__toggle-button--expand\" role=\"button\" tabindex=\"0\" aria-controls=\"elementor-toc__c5d9e0a\" aria-expanded=\"true\" aria-label=\"Open table of contents\" data-no-translation-aria-label=\"\"><i aria-hidden=\"true\" class=\"fas fa-chevron-down\"><\/i><\/div>\n\t\t\t\t<div class=\"elementor-toc__toggle-button elementor-toc__toggle-button--collapse\" role=\"button\" tabindex=\"0\" aria-controls=\"elementor-toc__c5d9e0a\" aria-expanded=\"true\" aria-label=\"Close table of contents\" data-no-translation-aria-label=\"\"><i aria-hidden=\"true\" class=\"fas fa-chevron-up\"><\/i><\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<div id=\"elementor-toc__c5d9e0a\" class=\"elementor-toc__body\">\n\t\t\t<div class=\"elementor-toc__spinner-container\">\n\t\t\t\t<i class=\"elementor-toc__spinner eicon-animation-spin eicon-loading\" aria-hidden=\"true\"><\/i>\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-9f68355 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"9f68355\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-d80483c\" data-id=\"d80483c\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-3ccd78f elementor-widget elementor-widget-heading\" data-id=\"3ccd78f\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"heading.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<h3 class=\"elementor-heading-title elementor-size-default\">Mechanical behavior of a material<\/h3>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-d9acb90 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"d9acb90\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-d997728\" data-id=\"d997728\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-00628a0 elementor-widget elementor-widget-text-editor\" data-id=\"00628a0\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">In order to understand the use of the shear modulus G in the estimation of settlements under static loads, we will first take a look at the mechanical behavior of a material, in order to recognize certain basic concepts.<\/p><p>\u00a0<\/p><p>For a given material, the relationship between stresses and strains is governed, as is logical to suppose, by its properties. Thus, in the presence of an ideally rigid material, strains would be zero and movements could only occur if there were a mechanism that generates them. For real materials, it happens that they can be compressed (or stretched) or deformed, as shown in Figure 1, taken from the text of Atkinson (2007).<\/p><p>\u00a0<\/p><p class=\"translation-block\">Part (a) of the figure shows a block of material subjected to a confining pressure \u03c3 and part (c) shows a relationship between this pressure and the change in volume, the gradient of which is the volumetric modulus K. As can be seen from this graph, the stress can be increased more or less indefinitely, and the material will continue to compress stably without reaching failure, while the modulus K continues to increase with stress and strain.<\/p><p>\u00a0<\/p><p class=\"translation-block\">On the other hand, part (b) of Figure 1 shows a block of material subjected to shear stress \u03c4, which causes it to deform upon shearing. Part (d) illustrates a simple relationship between shear stress and shear strain, whereby the gradient is the shear modulus G, which decreases with stress and strain. Thus, the material fails when no more shear stress can be added and continues to deform at a constant shear stress \u03c4f, which represents the shear strength of the material.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-1c72b8c elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"1c72b8c\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-6ddcebb\" data-id=\"6ddcebb\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-41af539 elementor-widget elementor-widget-image\" data-id=\"41af539\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img decoding=\"async\" width=\"800\" height=\"500\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-1024x640.jpg\" class=\"attachment-large size-large wp-image-2931\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-1024x640.jpg 1024w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-300x188.jpg 300w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-768x480.jpg 768w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-1536x960.jpg 1536w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-2048x1280.jpg 2048w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-1-5-18x12.jpg 18w\" sizes=\"(max-width: 800px) 100vw, 800px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-daf4856 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"daf4856\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-ec296ea\" data-id=\"ec296ea\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-f5b9518 elementor-widget elementor-widget-text-editor\" data-id=\"f5b9518\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">Figure 1 Compression and distortion of a material (Source: Atkinson, 2007).<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-db4f24f elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"db4f24f\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-53cea6d\" data-id=\"53cea6d\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-57742bb elementor-widget elementor-widget-text-editor\" data-id=\"57742bb\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">As can be seen from the figure we are analyzing, the compression observed in part (a) implies a change in size, while the shear distortion of part (b) implies a change in shape.<\/p><p class=\"translation-block\">In general, in any material (and thus also in soil) under load, compression and distortion occur simultaneously. That is why the stiffness of the material relates the changes in stresses and changes in strains by means of the following expressions, based on the graphs in Figure 1:<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-f55ac5b elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"f55ac5b\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-4af5ece\" data-id=\"4af5ece\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-f2dd567 elementor-widget elementor-widget-image\" data-id=\"f2dd567\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img decoding=\"async\" width=\"218\" height=\"154\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula1.jpg\" class=\"attachment-large size-large wp-image-2932\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula1.jpg 218w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula1-18x12.jpg 18w\" sizes=\"(max-width: 218px) 100vw, 218px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-a182c32\" data-id=\"a182c32\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap\">\n\t\t\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-6df3718 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"6df3718\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-4e9daea\" data-id=\"4e9daea\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-190f4e7 elementor-widget elementor-widget-image\" data-id=\"190f4e7\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img loading=\"lazy\" decoding=\"async\" width=\"190\" height=\"134\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula2.jpg\" class=\"attachment-large size-large wp-image-2933\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula2.jpg 190w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula2-18x12.jpg 18w\" sizes=\"(max-width: 190px) 100vw, 190px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-038446a\" data-id=\"038446a\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap\">\n\t\t\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-a621015 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"a621015\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-e2dc17a\" data-id=\"e2dc17a\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-fc891f7 elementor-widget elementor-widget-text-editor\" data-id=\"fc891f7\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">where \u03b5v = V\/Vo is the volumetric strain and \u03b3 is the shear strain. The simplest theory of stiffness is the Theory of Elasticity, where K and G are constants and apply equally to loading and unloading.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-8db823c elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"8db823c\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-bf0c22f\" data-id=\"bf0c22f\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-3eee1a1 elementor-widget elementor-widget-heading\" data-id=\"3eee1a1\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"heading.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<h3 class=\"elementor-heading-title elementor-size-default\">Selection of soil stiffness parameters<\/h3>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-52fc5cd elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"52fc5cd\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-63d5642\" data-id=\"63d5642\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-5598dac elementor-widget elementor-widget-text-editor\" data-id=\"5598dac\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p>In Geotechnical Engineering, the selection of soil stiffness parameters depends on both the drainage conditions (i.e., whether or not the soil could undergo volume changes) and the level of strains (Simons &amp; Menzies, 2000).<\/p><p>\u00a0<\/p><p class=\"translation-block\">In the case of Young's modulus E, when considered under drained or effective conditions (typically denoted as E'), this parameter incorporates both volumetric and shear strains. However, when considered under undrained or total stress conditions (denoted as Eu), it only incorporates shear strains, without considering volume changes.<\/p><p>\u00a0<\/p><p class=\"translation-block\">In this context, the use of Young's modulus as a soil stiffness parameter is attractive from a practical point of view, mainly because it is a relatively easy concept to understand from a stress-strain curve; and because it can be obtained from relatively simple laboratory tests (although not necessarily with an adequate level of accuracy with respect to in situ conditions).<\/p><p>\u00a0<\/p><p class=\"translation-block\">However, based on the mechanical concepts reviewed in the previous section, a better approach to the problem of establishing soil stiffness includes the use of the volumetric modulus K and the shear modulus G, which would allow separating soil deformation into two components: volumetric (involving a change in size without shear deformation), and distortional (associated with a change in shape at constant volume).<\/p><p>\u00a0<\/p><p class=\"translation-block\">An extremely important fact to note, is that the shear modulus G is independent of drainage conditions, which means that, in terms of numerical analysis, when the loading conditions change from an undrained to a drained state, G remains constant, while E must adapt from Eu to E' (Simons &amp; Menzies, 2000).<\/p><p>\u00a0<\/p><p class=\"translation-block\">The typical variation of shear modulus G with strains for most soils is shown in Figure 2. According to this figure, it is evident that the soil has a non-linear behavior, as explained in a previous post. (see https:\/\/geo-webonline.com\/que-significa-que-el-suelo-tiene-un-comportamiento-no-lineal\/).<\/p><p>\u00a0<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-da02ac6 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"da02ac6\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-b5ebe9e\" data-id=\"b5ebe9e\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-fb266b3 elementor-widget elementor-widget-image\" data-id=\"fb266b3\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img loading=\"lazy\" decoding=\"async\" width=\"800\" height=\"500\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-1024x640.jpg\" class=\"attachment-large size-large wp-image-2934\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-1024x640.jpg 1024w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-300x188.jpg 300w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-768x480.jpg 768w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-1536x960.jpg 1536w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-2048x1280.jpg 2048w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-2-5-18x12.jpg 18w\" sizes=\"(max-width: 800px) 100vw, 800px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-b8fc0b9 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"b8fc0b9\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-7cd06e0\" data-id=\"7cd06e0\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-0234578 elementor-widget elementor-widget-text-editor\" data-id=\"0234578\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">Figure 2 Variation of stiffness with strains (Source: Simons &amp; Menzies, 2000).<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-b762854 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"b762854\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-e757687\" data-id=\"e757687\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-6054886 elementor-widget elementor-widget-text-editor\" data-id=\"6054886\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">There are numerous practical methodologies for constructing the stiffness curve of a given soil, some of which are even standardized (see, for example, EUROCODE 7). Usually, the value of Go corresponding to very small strains is determined experimentally, and from there the rest of the curve. An important detail is that Go can be determined from in situ geophysical tests (such as down-hole, for instance), which results in an enormous cost-benefit advantage for the project.<\/p><p>\u00a0<\/p><p>Returning to the figure, it can be seen that a typical characteristic ground deformation for foundations is about 0.1%, a value that is equivalent to a foundation settlement of the order of 10 mm in a 10 m deep compressible profile (Atkinson, 2007).<\/p><p>\u00a0<\/p><p class=\"translation-block\">Thus, knowing the variation curve of G vs \u03b3, it is possible to estimate values of G corresponding to the expected strains for a given structure, and subsequently estimate the value of E' (typically required in the available models for settlement estimation) from the following expression, proposed by the Theory of Elasticity:<\/p><p>\u00a0<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-0d28fa5 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"0d28fa5\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-70e6f29\" data-id=\"70e6f29\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-597b9d9 elementor-widget elementor-widget-image\" data-id=\"597b9d9\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img loading=\"lazy\" decoding=\"async\" width=\"350\" height=\"122\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula3.jpg\" class=\"attachment-large size-large wp-image-2935\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula3.jpg 350w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula3-300x105.jpg 300w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/formula3-18x6.jpg 18w\" sizes=\"(max-width: 350px) 100vw, 350px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t<div class=\"elementor-column elementor-col-50 elementor-top-column elementor-element elementor-element-40062ed\" data-id=\"40062ed\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap\">\n\t\t\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-715da81 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"715da81\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-4c79fd2\" data-id=\"4c79fd2\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-d67ad5d elementor-widget elementor-widget-text-editor\" data-id=\"d67ad5d\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">However, a very common question arises in practice: how to determine the value of Eu if it were necessary to estimate, for example, short-term settlement in clays? Again, on the basis of what is established by the Theory of Elasticity. As pointed out by Lambe &amp; Whitman (1969) in their classic work on Soil Mechanics, the relationship between the deformation modulus E for different drainage conditions is given by:<\/p><p><em>E<sub>u<\/sub> <\/em>= 1,15<em>E\u00b4<\/em><\/p><p><em>\u00a0<\/em><\/p><p>Regarding this ratio, the aforementioned authors warn that for particularly soft soils, with high deformation potential, this ratio can reach values of 3 or 4, which implies that settlements would be governed by long-term deformation, as indeed occurs in soils susceptible to consolidation.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-61e3ac7 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"61e3ac7\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-8298eca\" data-id=\"8298eca\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-e556548 elementor-widget elementor-widget-heading\" data-id=\"e556548\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"heading.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<h3 class=\"elementor-heading-title elementor-size-default\">Why use G-modulus in foundation settlement analysis?<\/h3>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-6c6681b elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"6c6681b\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-6b849dc\" data-id=\"6b849dc\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-e04773c elementor-widget elementor-widget-text-editor\" data-id=\"e04773c\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">To answer this question, it is first necessary to recognize that there is a sort of barrier in many Geotechnical Engineering professionals, who consider that, as has historically been the case, the G-module is valid only for dynamic analyses. However, it is only necessary to take a look at the previous sections, or at the high level of knowledge we have reached on the subject over the last 50 years (at this point, I consider that the references of Jardine et al, 1985; Atkinson, 2000; Oztoprack &amp; Bolton, 2013; and Vardanega &amp; Bolton, 2013; Cox &amp; Mayne, 2015 - which I leave you at the end of the post - can be of great use to go deeper into the subject), to understand that this is not the case.<\/p><p>\u00a0<\/p><p class=\"translation-block\">In fact, the use of the G-modulus in settlement estimations (following the process described briefly in section 2 of this post) has the advantage that the deformation moduli obtained are closer to the in situ deformation moduli. This can be seen in Figure 3 below.<\/p><p>\u00a0<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-b315ccb elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"b315ccb\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-c05bcad\" data-id=\"c05bcad\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-2b378c0 elementor-widget elementor-widget-image\" data-id=\"2b378c0\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"image.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<img loading=\"lazy\" decoding=\"async\" width=\"800\" height=\"500\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-1024x640.jpg\" class=\"attachment-large size-large wp-image-2936\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-1024x640.jpg 1024w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-300x188.jpg 300w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-768x480.jpg 768w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-1536x960.jpg 1536w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-2048x1280.jpg 2048w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2023\/06\/Figura-3-3-18x12.jpg 18w\" sizes=\"(max-width: 800px) 100vw, 800px\" \/>\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-87486a4 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"87486a4\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-9517d83\" data-id=\"9517d83\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-9e92691 elementor-widget elementor-widget-text-editor\" data-id=\"9e92691\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">Figure 3 Stiffness profiles for several grounds located in London, UK (Source: modified from Simons &amp; Menzies, 1999).<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-7ee6ef9 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"7ee6ef9\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-c13f615\" data-id=\"c13f615\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-955b2c5 elementor-widget elementor-widget-text-editor\" data-id=\"955b2c5\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<p class=\"translation-block\">In this graph, we clearly see the relationship between Eu deformation moduli obtained from: 1) conventional laboratory tests; 2) back-analysis from structure motion measurements; and 3) geophysical tests.<\/p><p>\u00a0<\/p><p>Thus, based on what is illustrated in this figure, I consider it appropriate to highlight two fundamental facts:<\/p><p>\u00a0<\/p><ul><li class=\"translation-block\">Laboratory tests significantly underestimate the values of modulus of deformation with respect to in situ conditions.<\/li><\/ul><p>\u00a0<\/p><ul><li class=\"translation-block\">Geophysical tests allow obtaining the value of Go, from which it is possible to estimate G for each particular analysis.<\/li><\/ul><p>\u00a0<\/p><p class=\"translation-block\">According to the above, it is evident that the use of the shear modulus G as a fundamental parameter for the estimation of foundation settlements under static loads provides a better approximation to the real estimation of soil stiffness, which, in turn, allows optimizing the foundation design.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-ecada34 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"ecada34\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-c53faf3\" data-id=\"c53faf3\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-7f2d14a elementor-widget elementor-widget-heading\" data-id=\"7f2d14a\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"heading.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<h3 class=\"elementor-heading-title elementor-size-default\">References<\/h3>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t<\/section>\n\t\t\t\t<section class=\"elementor-section elementor-top-section elementor-element elementor-element-372d13f elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"372d13f\" data-element_type=\"section\" data-e-type=\"section\">\n\t\t\t\t\t\t<div class=\"elementor-container elementor-column-gap-default\">\n\t\t\t\t\t<div class=\"elementor-column elementor-col-100 elementor-top-column elementor-element elementor-element-1bf45cf\" data-id=\"1bf45cf\" data-element_type=\"column\" data-e-type=\"column\">\n\t\t\t<div class=\"elementor-widget-wrap elementor-element-populated\">\n\t\t\t\t\t\t<div class=\"elementor-element elementor-element-a97d530 elementor-widget elementor-widget-text-editor\" data-id=\"a97d530\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"text-editor.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t\t\t\t\t<ul><li>Atkinson, J. (2007)\u00a0<strong>\u201cThe Mechanics of Soils and Foundations\u201d<\/strong>. Second Edition. CRC Press \u2013 Taylor &amp; Francis Group. Abingdon, UK.<\/li><li>Atkinson, J. H. (2000) <strong>\u201cNo-lineal Soil Stiffness in Routine Design\u201d<\/strong>. Geotechnique 50, No. 5, 487-508.<\/li><li>Cox, C. &amp; Mayne, P. (2015) <strong>\u201cSoil Stiffness Constitutive Model Parameters for Geotechnical Problems: A Dilatometer Testing Approach\u201d<\/strong>. Third Conference on DMT, no. 12. Rome, Italy.<\/li><li>Jardine, R.; Fourie, A.; Maswoswe, J. &amp; Burland, J. (1985) <strong>\u201cField and Laboratory Measurements of Soil Stiffness\u201d<\/strong>. Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, pp. 511-514. San Francisco, USA.<\/li><li>Mitchell, J.K. &amp; Soga, K. (2005) <strong>\u201cFundamentals of Soil Behavior\u201d<\/strong>. Third Edition. John Wiley &amp; Sons, Inc. New Jersey, USA.<\/li><li>Oztoprack, S. &amp; Bolton, M. (2013) <strong>\u201cStiffness of Sands through a Laboratory Test Database\u201d<\/strong>. Geotechnique 63, No. 1, 54\u201370 (<a href=\"http:\/\/dx.doi.org\/10.1680\/geot.10.P.078\">http:\/\/dx.doi.org\/10.1680\/geot.10.P.078<\/a>).<\/li><li>Simons, N. &amp; Menzies, B. (2000) <strong>\u201cA Short Course in Foundations Engineering<\/strong>\u201d. 2<sup>nd<\/sup>. Edition. Thomas Teldford Limited 2000. London, UK.<\/li><li>Vardanega, P. &amp; Bolton, M. (2013) <strong>\u201cStiffness of Clays and Silts: Normalizing Shear Modulus and Shear Strain\u201d<\/strong>. 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Sin embargo, si se considera el comportamiento mec\u00e1nico del terreno, el empleo del m\u00f3dulo [&hellip;]<\/p>","protected":false},"author":1,"featured_media":0,"parent":0,"menu_order":0,"comment_status":"closed","ping_status":"closed","template":"","meta":{"footnotes":""},"class_list":["post-2928","page","type-page","status-publish","hentry"],"yoast_head":"<!-- This site is optimized with the Yoast SEO plugin v27.4 - https:\/\/yoast.com\/product\/yoast-seo-wordpress\/ -->\n<title>Uso del m\u00f3dulo de corte \u201cg\u201d en an\u00e1lisis de asentamientos de cimentaciones bajo cargas est\u00e1ticas -<\/title>\n<meta name=\"robots\" content=\"index, follow, max-snippet:-1, max-image-preview:large, max-video-preview:-1\" \/>\n<link rel=\"canonical\" href=\"https:\/\/geo-webonline.com\/en\/uso-del-modulo-de-corte-g-en-analisis-de-asentamientos-de-cimentaciones-bajo-cargas-estaticas\/\" \/>\n<meta property=\"og:locale\" content=\"en_US\" \/>\n<meta property=\"og:type\" content=\"article\" \/>\n<meta property=\"og:title\" content=\"Uso del m\u00f3dulo de corte \u201cg\u201d en an\u00e1lisis de asentamientos de cimentaciones bajo cargas est\u00e1ticas -\" \/>\n<meta property=\"og:description\" content=\"Facebook Twitter Instagram Linkedin Uso del m\u00f3dulo de corte \u201cG\u201d en an\u00e1lisis de asentamientos de cimentaciones bajo cargas est\u00e1ticas Tradicionalmente, en Ingenier\u00eda Geot\u00e9cnica se ha empleado el m\u00f3dulo de deformaci\u00f3n E para la estimaci\u00f3n de asentamientos en cimentaciones bajo cargas est\u00e1ticas. 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