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S.R. de Almeida¹, R.R. de Araujo², P.C.G. da S. Vellasco¹, L.R.O. de Lima¹ and S.A.L. de Andrade³

¹Structural Engineering Department
State University of Rio de Janeiro - UERJ, Brazil
²Civil Engineering Department
Federal Center for Technological Education Celso Suckow da Fonseca - CEFET/RJ, Brazil
³Civil Engineering Department
Pontifical Catholic University of Rio de Janeiro - PUC-Rio, Brazil

doi:10.4203/ccp.102.11

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S.R. de Almeida, R.R. de Araujo, P.C.G. da S. Vellasco, L.R.O. de Lima, S.A.L. de Andrade, "Numerical Finite Element Modelling of Prestressed Stayed Steel Columns", in , (Editors), "Proceedings of the Fourteenth International Conference on Civil, Structural and Environmental Engineering Computing", Civil-Comp Press, Stirlingshire, UK, Paper 11, 2013. doi:10.4203/ccp.102.11

Keywords: prestressing stayed steel columns, finite element method, initial geometric imperfection, double curvature.

Summary

Prestressing stayed steel columns are efficient solutions for a vast series of applications. A particular case of these structural systems is composed by a slender central column, four cross bars perpendicularly positioned in relation to the central column main axis and four steel bars (or steel cables). This structural model was initially investigated experimentally by means of prestressing stayed steel columns using full-scale tests performed on 12 meter high columns with a cross bar configuration. This paper presents a parametric analysis based on numerical finite element simulations using the ANSYS finite element program. The parametric analysis was centred on variables such as the shape and amplitude of the initial imperfections, the column height, the main column and cross bars diameters, main column thickness and number of stays. This particular structural system had the following geometric configuration: the main column external diameter and thickness were equal to 89.3 mm and 3.2 mm; the cross bar length, external diameter, and thickness were equal to 600 mm, 42.6 mm and 3.0 mm; while the steel cable, used stays, with a 6.35 mm diameter.

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Front Page Browse CCP CSETS CTR IJRT Other Authors Search Purchase Guide FAQ Contact us	Civil-Comp Proceedings ISSN 1759-3433 CCP: 102 PROCEEDINGS OF THE FOURTEENTH INTERNATIONAL CONFERENCE ON CIVIL, STRUCTURAL AND ENVIRONMENTAL ENGINEERING COMPUTING Edited by: Paper 11 Numerical Finite Element Modelling of Prestressed Stayed Steel Columns S.R. de Almeida¹, R.R. de Araujo², P.C.G. da S. Vellasco¹, L.R.O. de Lima¹ and S.A.L. de Andrade³ ¹Structural Engineering Department State University of Rio de Janeiro - UERJ, Brazil ²Civil Engineering Department Federal Center for Technological Education Celso Suckow da Fonseca - CEFET/RJ, Brazil ³Civil Engineering Department Pontifical Catholic University of Rio de Janeiro - PUC-Rio, Brazil doi:10.4203/ccp.102.11 purchase the full-text of this paper Full Bibliographic Reference for this paper S.R. de Almeida, R.R. de Araujo, P.C.G. da S. Vellasco, L.R.O. de Lima, S.A.L. de Andrade, "Numerical Finite Element Modelling of Prestressed Stayed Steel Columns", in , (Editors), "Proceedings of the Fourteenth International Conference on Civil, Structural and Environmental Engineering Computing", Civil-Comp Press, Stirlingshire, UK, Paper 11, 2013. doi:10.4203/ccp.102.11 Keywords: prestressing stayed steel columns, finite element method, initial geometric imperfection, double curvature. Summary Prestressing stayed steel columns are efficient solutions for a vast series of applications. A particular case of these structural systems is composed by a slender central column, four cross bars perpendicularly positioned in relation to the central column main axis and four steel bars (or steel cables). This structural model was initially investigated experimentally by means of prestressing stayed steel columns using full-scale tests performed on 12 meter high columns with a cross bar configuration. This paper presents a parametric analysis based on numerical finite element simulations using the ANSYS finite element program. The parametric analysis was centred on variables such as the shape and amplitude of the initial imperfections, the column height, the main column and cross bars diameters, main column thickness and number of stays. This particular structural system had the following geometric configuration: the main column external diameter and thickness were equal to 89.3 mm and 3.2 mm; the cross bar length, external diameter, and thickness were equal to 600 mm, 42.6 mm and 3.0 mm; while the steel cable, used stays, with a 6.35 mm diameter. purchase the full-text of this paper (price £20) go to the previous paper go to the next paper return to the table of contents return to the book description purchase this book (price £65 +P&P)
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