Please use this identifier to cite or link to this item: https://hdl.handle.net/10356/163609
Title: Designing an open-air performing stage steel roof using EC 1 and EC 3
Authors: Dumale, Fermin Anthony Lejao
Keywords: Engineering::Civil engineering::Structures and design
Issue Date: 2022
Publisher: Nanyang Technological University
Source: Dumale, F. A. L. (2022). Designing an open-air performing stage steel roof using EC 1 and EC 3. Final Year Project (FYP), Nanyang Technological University, Singapore. https://hdl.handle.net/10356/163609
Abstract: There are various design approaches of steel roofs for open-air performance stages adopted worldwide comprising of various geometries such as domes and rectangular shapes. With the architect providing the building profile, this report provides the structural layout. The prerequisite for design involves wind analysis as per Eurocode 1, EN1991-1-4: General Actions – Wind Actions in order to determine the wind load transferred onto the roof. The flow of loading starts from the applied wind loads (along with predetermined dead and live loads) from the roof, onto the beams, where the load proceeds towards tension cable and the base of the column simultaneously. The tension cable load will then proceed towards the top of the column. Column loads are then transferred to the concrete column underneath it. This paper explores the effects of pitch angle of the roof on wind loading, as well as the position of tension cable connection on beams’ influence on bending moment. Given the interconnectedness of building geometry and forces, this paper provides algebraically derived relationships between them. Structural analysis is verified by ETABS results and other algebraic relationships. Since geometry, design actions, and design checks are interconnected, design checks were also used to define the upper bound of design loads, where geometry is altered to satisfy such design loads. Furthermore, this paper provides beam, gusset plate, column and base plate designs in accordance to Eurocode 3. Additionally, to provide more insight, in-depth algebraic relationships were also derived based on identified failure modes and EN1993-1-8: 2005 to determine lower bound and upper bound dimensions.
URI: https://hdl.handle.net/10356/163609
Schools: School of Civil and Environmental Engineering 
Fulltext Permission: restricted
Fulltext Availability: With Fulltext
Appears in Collections:CEE Student Reports (FYP/IA/PA/PI)

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