Abstract

The behaviour of a steel geodesic dome node, optimised from the aspect of its assembly, is characterized in the paper. It is an overlap connection with one bolt, where tubular members are flattened and additionally bent to obtain the required dome configuration. Results obtained by means of original laboratory testing and numerical analyses are compared with analytic values determined via simplified expressions for calculation of cross sectional resistance, i.e. govern failure mode. A structural solution is recommended in order to improve this dome connection behaviour and optimise the structure as a whole.

Highlights

  • The behaviour of a steel geodesic dome node, optimised from the aspect of its assembly, is characterized in the paper

  • Results obtained by means of original laboratory testing and numerical analyses are compared with analytic values determined via simplified expressions for calculation of cross sectional resistance, i.e. govern failure mode

  • A structural solution is recommended in order to improve this dome connection behaviour and optimise the structure as a whole

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Summary

Općenito o geodetskim kupolama

Iako je prvu kupolu koja se može nazvati geodetskom konstruirao Walther Bauersfeld, pravim ocem te vrste kupola se smatra Buckminster Fuller. Povijest geodetskih kupola seže u vrijeme Drugog svjetskog rata, kada su one korištene za skladišta te u vojne svrhe, no najviše su došle do izražaja nakon što je Fuller projektirao kupolu za izložbu Expo 1967. Geodetska sfera je konstrukcija po čijoj su površini razmješteni poligoni tako da oni približno odgovaraju stvarnoj sferi, dok je geodetska kupola dio geodetske sfere [1]. Oblikovanje kupole počinje s ikosaedrom (koji se sastoji od 20 jednakih istostraničnih trokuta) upisanim u hipotetičnu sferu. Svaki trokutasti dio ikosaedra je podijeljen u n2 sličnih trokutastih elemenata, gdje je n izabrani stupanj podjele, koji se također naziva frekvencijom. Koju njihova izgradnja zahtijeva, a sama geometrija kupole pruža konstrukciji veliku stabilnost [1]. Prednost montažnih čeličnih kupola je u tome što su lagane i brzo se montiraju, te ne zahtijevaju dodatnu opremu i pridržanja prilikom montaže

Problematika čvora kupole
Analitički proračun otpornosti
Opseg i ciljevi laboratorijskog ispitivanja
Provedba ispitivanja
Geometrijska i mehanička svojstva cijevnih uzoraka
Rezultati ispitivanja i ponašanje uzoraka
Karakterizacija ponašanja uzoraka
Opis modela konačnih elemenata
Općenito
Numerički rezultati i rasprava
Usporedba otpornosti
Analiza nove konfiguracije spoja
Nova konfiguracija spoja
Findings
Zaključak

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