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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-6cbcdaf elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"6cbcdaf\" data-element_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-0a6061c\" data-id=\"0a6061c\" data-element_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-0d3b9cd elementor-widget elementor-widget-heading\" data-id=\"0d3b9cd\" data-element_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\">Geomechanical parameters for slope stability analyses<\/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-3c7d29a elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"3c7d29a\" data-element_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-4a168eb\" data-id=\"4a168eb\" data-element_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-911b5bc elementor-widget elementor-widget-text-editor\" data-id=\"911b5bc\" data-element_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>In the study of slope stability, the parameters used for analysis are not constant, since they depend on the level of stresses acting and the particular drainage conditions of each case. Thus, in order to select the appropriate geomechanical parameters, the Geotechnical Engineer must carefully review the case under analysis, in order to identify the possible conditions that the slope may present over time. Do you want to know more about this topic? Continue reading...<\/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-6bb63fa elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"6bb63fa\" data-element_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-16232cb\" data-id=\"16232cb\" data-element_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-4ce975a elementor-toc--minimized-on-tablet elementor-widget elementor-widget-table-of-contents\" data-id=\"4ce975a\" data-element_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__4ce975a\" aria-expanded=\"true\" aria-label=\"Open table of contents\"><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__4ce975a\" aria-expanded=\"true\" aria-label=\"Close table of contents\"><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__4ce975a\" 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-9121cdd elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"9121cdd\" data-element_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-880e8e1\" data-id=\"880e8e1\" data-element_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-31aace5 elementor-widget elementor-widget-heading\" data-id=\"31aace5\" data-element_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\">Drained or undrained conditions?<\/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-a37350f elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"a37350f\" data-element_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-aab6633\" data-id=\"aab6633\" data-element_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-a215935 elementor-widget elementor-widget-text-editor\" data-id=\"a215935\" data-element_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 general, in Soil Mechanics the parameters used for analysis are not constant, since they depend on the level of acting stresses and, above all, on the particular drainage conditions of each case. Of course, slope stability analyses do not escape from these premises.<\/p><p class=\"translation-block\">Thus, in the case of granular materials, which in general have a high permeability, there is practically no distinction between short-term and long-term analyses: when a load is applied to a saturated granular material, the water is displaced almost instantaneously, and the load is directly absorbed by the soil grains, which is why the parameters used for sands are always effective<\/p><p class=\"translation-block\">Thus, in the case of granular materials, which in general have a high permeability, there is practically no distinction between short-term and long-term analyses: when a load is applied to a saturated granular material, the water is displaced almost instantaneously, and the load is directly absorbed by the soil grains, which is why the parameters used for sands are always effective.<\/p><p class=\"translation-block\">For cohesive soils the matter is a little different. Due to the characteristics of the soil particles that make up these materials (laminar shape, large specific surface area, reaction to the presence of water, etc.), permeability is low and, therefore, drainage occurs very slowly when a load is applied. This is why, for saturated cohesive soils, the distinction between short-term and long-term analysis makes more sense.<\/p><p>In the case of short-term analyses, the load is primarily absorbed by water and solids together, since instantaneous drainage does not occur, as it does in the case of granular soils. Because of this condition, analyses are performed in terms of total stresses. As time passes, the stresses generated by the load are gradually transferred from the water to the soil skeleton, as the water drains away. Thus, in the long term, the load will come to be totally supported by the soil grains, a condition that corresponds to analysis in terms of effective stresses.<\/p><p>Table 1 briefly summarizes the most common slope stability analysis cases in practice, indicating the types of parameters to be considered and the critical cases. This table does not cover all cases that may occur, and should therefore be considered only as a guide.<\/p><p><strong>\u00a0<\/strong><\/p><p class=\"translation-block\">Table 1 Slope stability analysis cases (Source: modified from Rico y Del Castillo, 1974).<\/p><table><tbody><tr><td width=\"199\"><p><strong>Case<\/strong><\/p><\/td><td width=\"200\"><p><strong>Analysis conditions<\/strong><\/p><\/td><td width=\"200\"><p><strong>Comments<\/strong><\/p><\/td><\/tr><tr><td width=\"199\"><p>Slopes in NC saturated clays (embankments on clayey slopes, embankments on soft soils).<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Undrained\n(\u03c6 = 0)\nTotal stress<\/p><\/td><td width=\"200\"><p>Initial conditions = critical stage.<\/p><\/td><\/tr><tr><td width=\"199\"><p>Embankments in partially saturated soils. Condition at the end of construction.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Undrained\n(\u03c6u ; cu)\nTotal stress<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Lab tests performed to reproduce field conditions (\u03c1, \u03c9).<\/p><\/td><\/tr><tr><td width=\"199\"><p>Cuts in homogeneous clays, with the possibility of the presence of water.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Drained\n(\u03c6\u00b4 ; c\u00b4)\nEffective stress<\/p><\/td><td width=\"200\"><p>Evaluate pore pressures based on actual site conditions (flow network).<\/p><\/td><\/tr><tr><td width=\"199\"><p>Established.flow conditions.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Drained\n(\u03c6\u00b4 ; c\u00b4)\nEffective stress<\/p><\/td><td width=\"200\"><p>Evaluate pore pressures based on actual site conditions (flow network).<\/p><\/td><\/tr><tr><td width=\"199\"><p>Landslides in process.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Residual\n(\u03c6R ; cR)<\/p><\/td><td width=\"200\"><p>Existence of deformations (occurred or in process) at such a level that the material has its residual strength.<\/p><\/td><\/tr><tr><td width=\"199\"><p>Slopes and cuts in sands and gravels.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Drained\n(\u03c6\u00b4 ; c\u00b4)\nEffective stress<\/p><\/td><td width=\"200\"><p>High permeability. Very fast pore pressure dissipation.<\/p><\/td><\/tr><tr><td width=\"199\"><p>Residual soils.<\/p><\/td><td width=\"200\"><p class=\"translation-block\">Undrained\n(\u03c6 = 0)\nTotal stress<\/p><\/td><td width=\"200\"><p>Perform analyses considering<\/p><p class=\"translation-block\">-\tIn situ conditions.<\/p><p class=\"translation-block\">-\tS = 100% condition.<\/p><\/td><\/tr><\/tbody><\/table><p>Of course, it is up to the engineer to decide, considering the conditions of the case under study, both current and future, what type of analysis to perform. To do so, it will be necessary to review the type of problem to be addressed and the moment in the life of the project when it is desired to know the stability conditions. This, in turn, will make it possible to choose the applicable laboratory tests and the stability analysis methods to be used.<\/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-818666e elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"818666e\" data-element_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-55236e4\" data-id=\"55236e4\" data-element_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-4ea1eb3 elementor-widget elementor-widget-heading\" data-id=\"4ea1eb3\" data-element_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\">Shear strength: \u00bfpeak, ultimate or residual?<\/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-69a79f1 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"69a79f1\" data-element_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-ce2b8f9\" data-id=\"ce2b8f9\" data-element_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-3537852 elementor-widget elementor-widget-text-editor\" data-id=\"3537852\" data-element_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 addition to distinguishing between drained and undrained cases, another very important aspect to take into account is to determine what type of resistance parameters are representative of the studied case: will it be the peak resistance, the ultimate resistance (i.e., that corresponding to the critical state), or the residual one? This aspect is not so simple, and to analyze it we will consider 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-779e211 elementor-section-boxed elementor-section-height-default elementor-section-height-default\" data-id=\"779e211\" data-element_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-78070c7\" data-id=\"78070c7\" data-element_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-d80b3ba elementor-widget elementor-widget-image\" data-id=\"d80b3ba\" data-element_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=\"427\" src=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-1024x547.jpg\" class=\"attachment-large size-large wp-image-1841\" alt=\"\" srcset=\"https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-1024x547.jpg 1024w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-300x160.jpg 300w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-768x410.jpg 768w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-1536x820.jpg 1536w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-2048x1094.jpg 2048w, https:\/\/geo-webonline.com\/wp-content\/uploads\/2021\/10\/fig1-18x10.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-083d56d elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"083d56d\" data-element_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-58b78b3\" data-id=\"58b78b3\" data-element_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-23589ce elementor-widget elementor-widget-text-editor\" data-id=\"23589ce\" data-element_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 Shear strength conditions to be considered for design (Source: modified from 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-a7d9add elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"a7d9add\" data-element_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-f0babef\" data-id=\"f0babef\" data-element_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-a7bcf3e elementor-widget elementor-widget-text-editor\" data-id=\"a7bcf3e\" data-element_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 the upper right part of this figure, a typical stress-strain curve is shown, in which the three sectors to be considered in each case are indicated:<\/p><p>\u00a0<\/p><ul><li class=\"translation-block\">-\tThe peak strength, which corresponds to the highest point of the curve, where material failure occurs.<\/li><li class=\"translation-block\">-\tThe ultimate strength, which corresponds to the point where, after failure, the curve stabilizes at higher deformations. This point corresponds to the critical state.<\/li><li class=\"translation-block\">-\tThe residual strength, which is, as its name indicates, that which remains in the material after failure, and which corresponds to a range of important deformations.<\/li><\/ul><p>\u00a0<\/p><p>In the lower part of Figure 1, three typical analysis cases are presented, which can serve as a guide to determine what type of parameters to use in design (Atkinson, 2007).<\/p><p>\u00a0<\/p><p class=\"translation-block\">Part \"a\" represents the pile driving process and a sliding in progress, as examples of cases where significant relative displacements are generated, as well as well-defined shear or bands. In these cases, when the soil resistance is completely mobilized, the residual resistance must be used to analyze possible successive slides.<\/p><p>\u00a0<\/p><p class=\"translation-block\">Part \"b\" corresponds to a sliding of a clayey soil, but in this case the movements are still insufficient to reduce the resistance to the residual level. Therefore, the critical state strength is the one to be used for design. Typically, we are talking about clayey slopes in limit equilibrium, very close to failure. For the case of slopes in granular soils, the ultimate and residual strengths are the same.<\/p><p>\u00a0<\/p><p class=\"translation-block\">Finally, part \"c\" represents a foundation that reaches a settlement \u03c1. In these case, the soil stiffness is related to the peak strength, which in turn depends on the effective stress and the OCR. Consequently, it is the peak strength that should be used for foundation analysis.<\/p><p>\u00a0<\/p><p>According to the above, it is evident that we must not only understand whether the analysis will be under drained or undrained conditions; it is also necessary to analyze what type of soil strength will be representative of the case we are studying.<\/p><p>\u00a0<\/p><p>For slope stability analysis, we can summarize:<\/p><p>\u00a0<\/p><ol><li class=\"translation-block\">For initial stress states, far from failure, use the peak strength parameters.<\/li><li class=\"translation-block\">For in-process sliding, consider residual strength parameters.<\/li><li class=\"translation-block\">For cases close to failure, use ultimate strength.<\/li><\/ol><p>\u00a0<\/p><p>In any case, even considering that the information presented here can be a very useful guide to determine the drainage conditions and strength parameters to be used for design, it should not be forgotten that it is the engineer who will establish the analyses to be performed, based on the particular conditions of each slope and of the project itself.<\/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-a709c67 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"a709c67\" data-element_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-3d61271\" data-id=\"3d61271\" data-element_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-b51f125 elementor-widget elementor-widget-heading\" data-id=\"b51f125\" data-element_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-f1c0ad6 elementor-section-full_width elementor-section-height-default elementor-section-height-default\" data-id=\"f1c0ad6\" data-element_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-d6b4f13\" data-id=\"d6b4f13\" data-element_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-e23e078 elementor-widget elementor-widget-text-editor\" data-id=\"e23e078\" data-element_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>\u00a0<\/p><ul><li>Atkinson, J. (2007) <strong>\u201cThe Mechanics of Soils and Foundations\u201d<\/strong>. 2<sup>nd<\/sup> Taylor and Francis Group. London, UK.<\/li><li>Rico, A. y Del Castillo, H. (1974) <strong>\u201cLa Ingenier\u00eda de Suelos en las V\u00edas Terrestres \u2013 Cap\u00edtulo 6: Estabilidad de Taludes\u201d<\/strong>. Editorial Limusa S.A. 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As\u00ed, para [&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-1838","page","type-page","status-publish","hentry"],"yoast_head":"<!-- This site is optimized with the Yoast SEO plugin v26.4 - https:\/\/yoast.com\/wordpress\/plugins\/seo\/ -->\n<title>Par\u00e1metros geomec\u00e1nicos a emplear en an\u00e1lisis de estabilidad de taludes -<\/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\/parametros-geomecanicos-a-emplear-en-analisis-de-estabilidad-de-taludes\/\" \/>\n<meta property=\"og:locale\" content=\"en_US\" \/>\n<meta property=\"og:type\" content=\"article\" \/>\n<meta property=\"og:title\" content=\"Par\u00e1metros geomec\u00e1nicos a emplear en an\u00e1lisis de estabilidad de taludes -\" \/>\n<meta property=\"og:description\" content=\"Facebook Twitter Instagram Linkedin Par\u00e1metros geomec\u00e1nicos a emplear en an\u00e1lisis de estabilidad de taludes En el estudio de la estabilidad de taludes y laderas, los par\u00e1metros que se emplean para los an\u00e1lisis no son constantes, pues dependen del nivel de esfuerzos actuantes y de las condiciones de drenaje particulares de cada caso estudiado. 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