{"id":419,"date":"2025-02-26T03:46:13","date_gmt":"2025-02-26T03:46:13","guid":{"rendered":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/5-10-additional-problems\/"},"modified":"2026-03-16T14:06:04","modified_gmt":"2026-03-16T14:06:04","slug":"5-10-additional-problems","status":"publish","type":"chapter","link":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/5-10-additional-problems\/","title":{"raw":"5.10 Additional problems","rendered":"5.10 Additional problems"},"content":{"raw":"<h2>5.10.1.<\/h2>\nDetermine the minimum required thickness of the improvement layer for the problem presented in <a href=\"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/example-5-5\/\">Example 5.5<\/a>, while using the approximate methodology presented in Section 5.5.2 instead of PLAXIS.\n<h2>Answer:<\/h2>\nz \u2248 0.60 m\n\n<hr>\n\n<h2>5.10.2.<\/h2>\nA silo is going to be founded on a layer of saturated, normally consolidated clay, featuring the characteristic shear strength properties shown in the figure below, which were determined from laboratory triaxial tests. The foundation will be embedded at a depth <em>D<sub>f <\/sub><\/em>= 1 m. Groundwater table is found at -3.0 m below the ground surface.\n\nEstimate the vertical load that can be carried by the silo\u2019s foundation at the Ultimate Limit State according to AS 5100.3, assuming only dead loads. Consider both short-term and long-term loading conditions.\n\nShould the groundwater table rise to e.g. -2.0 m, what will be the effect on a) the short-term, and b) the long-term bearing capacity of the silo?\n\nNote: Do not apply any reduction factors on the shear strength parameters of the clay (Eqs. 5.6 and 5.7) to account for the possibility of local shear failure.\n\n[caption id=\"attachment_418\" align=\"aligncenter\" width=\"500\"]<img class=\"wp-image-418 size-full\" src=\"https:\/\/libraryresources.nse.org.ng\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286.png\" alt=\"Schematic of a tank of diameter 6 m, founded at depth Df = 1m from the ground surface. The foundation soil is NC clay with the following parameters: \u03b3 = 16 kN\/m^3, Su = 40 kPa, \u03c6' = 25 deg. The groundwater table is found at -3 m from the ground surface.\" width=\"500\" height=\"334\"> Example 5.10.2. Problem description and input parameters.[\/caption]\n<h2>Answer:<\/h2>\n<em>Short-term vertical load G=2785 kN<\/em>\n\n<em>Long-term vertical load G=3649 kN<\/em>","rendered":"<h2>5.10.1.<\/h2>\n<p>Determine the minimum required thickness of the improvement layer for the problem presented in <a href=\"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/example-5-5\/\">Example 5.5<\/a>, while using the approximate methodology presented in Section 5.5.2 instead of PLAXIS.<\/p>\n<h2>Answer:<\/h2>\n<p>z \u2248 0.60 m<\/p>\n<hr \/>\n<h2>5.10.2.<\/h2>\n<p>A silo is going to be founded on a layer of saturated, normally consolidated clay, featuring the characteristic shear strength properties shown in the figure below, which were determined from laboratory triaxial tests. The foundation will be embedded at a depth <em>D<sub>f <\/sub><\/em>= 1 m. Groundwater table is found at -3.0 m below the ground surface.<\/p>\n<p>Estimate the vertical load that can be carried by the silo\u2019s foundation at the Ultimate Limit State according to AS 5100.3, assuming only dead loads. Consider both short-term and long-term loading conditions.<\/p>\n<p>Should the groundwater table rise to e.g. -2.0 m, what will be the effect on a) the short-term, and b) the long-term bearing capacity of the silo?<\/p>\n<p>Note: Do not apply any reduction factors on the shear strength parameters of the clay (Eqs. 5.6 and 5.7) to account for the possibility of local shear failure.<\/p>\n<figure id=\"attachment_418\" aria-describedby=\"caption-attachment-418\" style=\"width: 500px\" class=\"wp-caption aligncenter\"><img decoding=\"async\" class=\"wp-image-418 size-full\" src=\"https:\/\/libraryresources.nse.org.ng\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286.png\" alt=\"Schematic of a tank of diameter 6 m, founded at depth Df = 1m from the ground surface. The foundation soil is NC clay with the following parameters: \u03b3 = 16 kN\/m^3, Su = 40 kPa, \u03c6' = 25 deg. The groundwater table is found at -3 m from the ground surface.\" width=\"500\" height=\"334\" srcset=\"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286.png 500w, https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286-300x200.png 300w, https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286-65x43.png 65w, https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286-225x150.png 225w, https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-content\/uploads\/sites\/9\/2025\/02\/Example-5.2-e1743552511286-350x234.png 350w\" sizes=\"(max-width: 500px) 100vw, 500px\" \/><figcaption id=\"caption-attachment-418\" class=\"wp-caption-text\">Example 5.10.2. Problem description and input parameters.<\/figcaption><\/figure>\n<h2>Answer:<\/h2>\n<p><em>Short-term vertical load G=2785 kN<\/em><\/p>\n<p><em>Long-term vertical load G=3649 kN<\/em><\/p>\n","protected":false},"author":1,"menu_order":17,"template":"","meta":{"pb_show_title":"","pb_short_title":"5.10 Additional problems","pb_subtitle":"","pb_authors":[],"pb_section_license":""},"chapter-type":[],"contributor":[],"license":[],"class_list":["post-419","chapter","type-chapter","status-publish","hentry"],"part":325,"_links":{"self":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/419","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters"}],"about":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/types\/chapter"}],"author":[{"embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/users\/1"}],"version-history":[{"count":1,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/419\/revisions"}],"predecessor-version":[{"id":420,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/419\/revisions\/420"}],"part":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/parts\/325"}],"metadata":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/419\/metadata\/"}],"wp:attachment":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/media?parent=419"}],"wp:term":[{"taxonomy":"chapter-type","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapter-type?post=419"},{"taxonomy":"contributor","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/contributor?post=419"},{"taxonomy":"license","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/license?post=419"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}