{"id":113,"date":"2024-12-27T17:31:15","date_gmt":"2024-12-27T17:31:15","guid":{"rendered":"https:\/\/naege.org\/publications\/?p=113"},"modified":"2024-12-28T18:43:48","modified_gmt":"2024-12-28T18:43:48","slug":"exploring-subsoil-geotechnical-properties-for-foundation-design-of-a-proposed-modern-market-in-port-harcourt-rivers-state-southern-nigeria","status":"publish","type":"post","link":"https:\/\/naege.org\/publications\/2024\/12\/27\/exploring-subsoil-geotechnical-properties-for-foundation-design-of-a-proposed-modern-market-in-port-harcourt-rivers-state-southern-nigeria\/","title":{"rendered":"Exploring Subsoil Geotechnical Properties for Foundation Design of a Proposed Modern Market in Port Harcourt, Rivers State, Southern Nigeria"},"content":{"rendered":"\t\t<div data-elementor-type=\"wp-post\" data-elementor-id=\"113\" class=\"elementor elementor-113\">\n\t\t\t\t<div class=\"elementor-element elementor-element-2ac5fd7 e-flex e-con-boxed wpr-particle-no wpr-jarallax-no wpr-parallax-no wpr-sticky-section-no wpr-column-slider-no wpr-equal-height-no e-con e-parent\" data-id=\"2ac5fd7\" data-element_type=\"container\" data-e-type=\"container\">\n\t\t\t\t\t<div class=\"e-con-inner\">\n\t\t\t\t<div class=\"elementor-element elementor-element-c427c97 elementor-widget elementor-widget-text-editor\" data-id=\"c427c97\" 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><strong>Authors<\/strong>: <em>Morrison, T. and Esonanjor, E.E.<\/em><\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<div class=\"elementor-element elementor-element-0373258 elementor-widget elementor-widget-heading\" data-id=\"0373258\" 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<h4 class=\"elementor-heading-title elementor-size-default\">Abstract<\/h4>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<div class=\"elementor-element elementor-element-69bb771 elementor-widget elementor-widget-text-editor\" data-id=\"69bb771\" 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 style=\"text-align: left;\">A geotechnical soil investigation was performed to determine the subsoil conditions at the proposed site to provide parameters for the design of foundation for a proposed modern market in Port Harcourt. Both field study and laboratory analysis of samples were done. Field works included five (5) number boreholes drilled to 20.3m by the use of Shell and Auger manually operated rig, six (6) number 10Tm CPT tests conducted to refused depth ranging from 12.00 to 21.00m and SPT-N values determinations. Disturbed and undisturbed soil samples were collected for<br \/>analysis. The disturbed samples were analyzed according to BS standard for index properties such as grain size analysis, Atterberg limits, moisture content, and bulk density, while relatively undisturbed samples were analyzed for strength properties and parameters. From the results, the subsoil in the area consists of a thick layer of lateritic clayey\/sandy clay with a plasticity index of 40%, coefficient of volume compressibility (mv) 0.278m2\/KN and cohesion 40KN\/m2 at the top followed by a larger of 9.75m thick medium dense five to coarse sand with frictional angle 28 to 3500. Safe bearing capacities were computed for pad footings and raft foundation in the range of 122 to 173kPa and 122 to 151kPa respectively at various foundation width and LB rations. Groundwater was encountered between 5.64m and 6.10m below ground level.<\/p>\t\t\t\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<div class=\"elementor-element elementor-element-01fe806 elementor-widget__width-initial elementor-widget elementor-widget-pdfjs-viewer\" data-id=\"01fe806\" data-element_type=\"widget\" data-e-type=\"widget\" data-widget_type=\"pdfjs-viewer.default\">\n\t\t\t\t<div class=\"elementor-widget-container\">\n\t\t\t\t\t<iframe width=\"1200\" height=\"500\" src=\"https:\/\/naege.org\/publications\/wp-content\/plugins\/pdfjs-viewer-for-elementor\/\/assets\/js\/pdfjs\/web\/viewer.html?file=https:\/\/naege.org\/publications\/wp-content\/uploads\/2024\/12\/7_MORRISON-JEGER_V1-2024_9-Pages_pp59-67.pdf\"><\/iframe>\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t","protected":false},"excerpt":{"rendered":"<p>Authors: Morrison, T. and Esonanjor, E.E. Abstract A geotechnical soil investigation was performed to determine the subsoil conditions at the proposed site to provide parameters for the design of foundation for a proposed modern market in Port Harcourt. Both field study and laboratory analysis of samples were done. Field works included five (5) number boreholes drilled to 20.3m by the use of Shell and Auger manually operated rig, six (6) number 10Tm CPT tests conducted to refused depth ranging from 12.00 to 21.00m and SPT-N values determinations. Disturbed and undisturbed soil samples were collected foranalysis. The disturbed samples were analyzed according to BS standard for index properties such as grain size analysis, Atterberg limits, moisture content, and bulk density, while relatively undisturbed samples were analyzed for strength properties and parameters. From the results, the subsoil in the area consists of a thick layer of lateritic clayey\/sandy clay with a plasticity index of 40%, coefficient of volume compressibility (mv) 0.278m2\/KN and cohesion 40KN\/m2 at the top followed by a larger of 9.75m thick medium dense five to coarse sand with frictional angle 28 to 3500. Safe bearing capacities were computed for pad footings and raft foundation in the range of 122 to 173kPa and 122 to 151kPa respectively at various foundation width and LB rations. Groundwater was encountered between 5.64m and 6.10m below ground level.<\/p>\n","protected":false},"author":1,"featured_media":0,"comment_status":"closed","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"site-sidebar-layout":"default","site-content-layout":"","ast-site-content-layout":"default","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":"","ast-disable-related-posts":"","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-opacity":"","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-opacity":"","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-opacity":"","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-opacity":"","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-opacity":"","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-opacity":"","overlay-gradient":""}},"footnotes":""},"categories":[6],"tags":[],"class_list":["post-113","post","type-post","status-publish","format-standard","hentry","category-engineering-geology"],"_links":{"self":[{"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/posts\/113","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/users\/1"}],"replies":[{"embeddable":true,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/comments?post=113"}],"version-history":[{"count":7,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/posts\/113\/revisions"}],"predecessor-version":[{"id":322,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/posts\/113\/revisions\/322"}],"wp:attachment":[{"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/media?parent=113"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/categories?post=113"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/naege.org\/publications\/wp-json\/wp\/v2\/tags?post=113"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}