{"id":693,"date":"2024-01-29T16:33:55","date_gmt":"2024-01-29T16:33:55","guid":{"rendered":"https:\/\/schijnsstructuralengineering.com\/?page_id=693"},"modified":"2026-09-08T09:01:58","modified_gmt":"2026-09-08T09:01:58","slug":"knikstabiliteit-hoge-torens","status":"publish","type":"page","link":"https:\/\/schijnsstructuralengineering.com\/en\/knikstabiliteit-hoge-torens\/","title":{"rendered":"Buckling stability of High Towers"},"content":{"rendered":"<div class=\"wp-block-visual-portfolio alignwide\">\n<div class=\"vp-portfolio vp-uid-5e98165a vp-id-1CSYqN\"\n\tdata-vp-layout=\"slider\" data-vp-content-source=\"images\" data-vp-items-style=\"default\" data-vp-items-click-action=\"\" data-vp-items-gap=\"15\" data-vp-items-gap-vertical=\"\" data-vp-pagination=\"load-more\" data-vp-next-page-url=\"\" data-vp-slider-effect=\"slide\" data-vp-slider-items-height=\"600px\" data-vp-slider-items-min-height=\"\" data-vp-slider-slides-per-view=\"1\" data-vp-slider-speed=\"0.3\" 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loading=\"eager\">\n\t\t<div class=\"vp-portfolio__item-overlay\">\n\t\t\t\t\t<\/div>\n\n\t\t\t<\/div>\n<\/div>\n\n\t\t\t<\/figure>\n\t\t\t\t\t<\/div>\n\t\t\n<\/div>\n\n<div class=\"vp-portfolio__items-arrow vp-portfolio__items-arrow-prev\" tabindex=\"0\" role=\"button\" aria-label=\"Previous Slide\">\n\t\n<svg class=\"vp-svg-icon\" width=\"20\" height=\"20\" viewbox=\"0 0 20 20\" fill=\"none\" xmlns=\"http:\/\/www.w3.org\/2000\/svg\">\n\t<path d=\"M12 4L6 10L12 16\" stroke=\"currentColor\" stroke-width=\"1.5\" stroke-linecap=\"round\" stroke-linejoin=\"round\" fill=\"transparent\" \/>\n<\/svg>\n<\/div>\n<div class=\"vp-portfolio__items-arrow vp-portfolio__items-arrow-next\" tabindex=\"0\" role=\"button\" aria-label=\"Next Slide\">\n\t\n<svg class=\"vp-svg-icon\" width=\"20\" height=\"20\" viewbox=\"0 0 20 20\" fill=\"none\" xmlns=\"http:\/\/www.w3.org\/2000\/svg\">\n\t<path d=\"M8 4L14 10L8 16\" stroke=\"currentColor\" stroke-width=\"1.5\" stroke-linecap=\"round\" stroke-linejoin=\"round\" fill=\"transparent\" \/>\n<\/svg>\n<\/div>\n\t\t<\/div>\n\t\t\n<\/div>\n<\/div>\n\n\n<p class=\"has-large-font-size wp-block-paragraph\"><\/p>\n\n\n\n<div class=\"wp-block-columns is-layout-flex wp-container-core-columns-is-layout-8f761849 wp-block-columns-is-layout-flex\">\n<div class=\"wp-block-column is-layout-flow wp-block-column-is-layout-flow\">\n<h2 class=\"wp-block-heading has-text-color has-link-color wp-elements-1\" style=\"color:#ea8f1f\"><strong>Theoretical and numerical buckling research in high-rise buildings<\/strong>stability<\/h2>\n\n\n\n<h2 class=\"wp-block-heading\"><\/h2>\n\n\n\n<div style=\"height:20px\" aria-hidden=\"true\" class=\"wp-block-spacer\"><\/div>\n\n\n\n<h2 class=\"wp-block-heading\"><\/h2>\n\n\n\n<p class=\"has-text-color has-link-color wp-elements-2 wp-block-paragraph\" style=\"color:#ea8f1f\"><strong>Project information<\/strong><\/p>\n\n\n\n<p class=\"wp-block-paragraph\">Location: The Netherlands<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">Project type: Theoretical &amp; numerical academic research<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">Objective: Fundamental stability study, formulation of buckling equations, and FEM validation for high-rise structures with varying stiffness<\/p>\n\n\n\n<div style=\"height:20px\" aria-hidden=\"true\" class=\"wp-block-spacer\"><\/div>\n\n\n\n<p class=\"has-text-color has-link-color wp-elements-3 wp-block-paragraph\" style=\"color:#ea8f1f\"><strong>Project description<\/strong><\/p>\n\n\n\n<h3 class=\"wp-block-heading\"><\/h3>\n\n\n\n<p class=\"wp-block-paragraph\">In practice, the structural calculation of the global stability of tall buildings is often based on constant bending and shear stiffness, as well as a uniform horizontal load over the entire building height. However, when designing efficient, tall, slender structures, the required stiffness decreases towards the top. This research focused on determining the critical buckling load of vertical steel truss structures (stability elements), whose stiffness decreases linearly over the height of the building.<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">The aim of this study was to theoretically understand the mechanical behavior of these variably rigid stability walls and trusses and to develop practical, simplified calculation formulas for the early design phase of high-rise projects.<\/p>\n\n\n\n<div style=\"height:20px\" aria-hidden=\"true\" class=\"wp-block-spacer\"><\/div>\n\n\n\n<h4 class=\"wp-block-heading\"><\/h4>\n\n\n\n<p class=\"has-text-color has-link-color wp-elements-4 wp-block-paragraph\" style=\"color:#ea8f1f\"><strong>Research Methodology &amp; Validation<\/strong><\/p>\n\n\n\n<p class=\"wp-block-paragraph\">The research combines mathematics with advanced numerical finite element simulations (FEM):<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Parameter study: An extensive parameter study was conducted to compare the effect of various stiffness profiles, geometries, and load combinations, demonstrating the accuracy and scope of the developed formulas.<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Analytical formula derivation: Using the computer-based mathematics program Wolfram Mathematica, analytical formulas were derived to determine the critical buckling load, based on existing mechanics principles and variable stiffness profiles.<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Numerical FEM validation: The theoretically developed equations have been verified using linear buckling analyses (eigenvalue buckling analyses) in the specialized finite element software ANSYS.<\/p>\n\n\n\n<div style=\"height:20px\" aria-hidden=\"true\" class=\"wp-block-spacer\"><\/div>\n\n\n\n<p class=\"has-text-color has-link-color wp-elements-5 wp-block-paragraph\" style=\"color:#ea8f1f\"><strong>Elaborated parts<\/strong><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Analytical derivation of buckling formulas for variably stiffened trusses<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Numerical modeling and linear buckling analyses in ANSYS<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Parametric comparison study (theory vs. FEM)<\/p>\n\n\n\n<div style=\"height:20px\" aria-hidden=\"true\" class=\"wp-block-spacer\"><\/div>\n\n\n\n<p class=\"has-text-color has-link-color wp-elements-6 wp-block-paragraph\" style=\"color:#ea8f1f\"><strong>Supplied files<\/strong><\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Mathematical derivations and Mathematica notebooks<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Numerical research and EEM analysis report<\/p>\n\n\n\n<p class=\"wp-block-paragraph\">\u2022 Derived calculation formulas and graphical parameter models<\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n<\/div>\n\n\n\n<div class=\"wp-block-column is-layout-flow wp-block-column-is-layout-flow\">\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n\n\n\n<p class=\"wp-block-paragraph\"><\/p>\n<\/div>\n<\/div>","protected":false},"excerpt":{"rendered":"<p>Theoretical and numerical buckling research high-rise stability Project information Location: The Netherlands Project type: Theoretical &amp; numerical academic research Objective: Fundamental stability research, formulation of buckling equations, and FEM validation for high-rise buildings with varying stiffness Project description In practice, when structurally calculating the global stability of high-rise buildings, a constant bending and shear stiffness is often assumed, as well as a uniform horizontal load over the entire building height. When designing efficient, tall, slender structures,\u2026<\/p>","protected":false},"author":1,"featured_media":0,"parent":0,"menu_order":0,"comment_status":"closed","ping_status":"closed","template":"","meta":{"iawp_total_views":2,"_vp_format_video_url":"","_vp_image_focal_point":[],"footnotes":""},"class_list":["post-693","page","type-page","status-publish","hentry"],"yoast_head":"<!-- This site is optimized with the Yoast SEO plugin v28.6 - https:\/\/yoast.com\/product\/yoast-seo-wordpress\/ -->\n<title>Knikstabiliteit Hoge Torens - Schijns Structural Engineering<\/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:\/\/schijnsstructuralengineering.com\/en\/knikstabiliteit-hoge-torens\/\" \/>\n<meta property=\"og:locale\" content=\"en_GB\" \/>\n<meta property=\"og:type\" content=\"article\" \/>\n<meta property=\"og:title\" content=\"Knikstabiliteit Hoge Torens - Schijns Structural Engineering\" \/>\n<meta property=\"og:description\" content=\"Theoretisch en numeriek knikonderzoek hoogbouwstabiliteit Projectinformatie Locatie: Nederland Project type: Theoretisch &amp; numeriek academisch onderzoek Doelstelling: Fundamenteel stabiliteitsonderzoek, formulering van knikvergelijkingen en EEM-validatie voor hoogbouw met vari\u00ebrende stijfheid Projectomschrijving Bij het constructief berekenen van de globale stabiliteit van hoge gebouwen wordt in de praktijk vaak uitgegaan van een constante buig- en afschuifstijfheid, evenals een uniforme horizontale belasting over de gehele gebouwhoogte. 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