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RISS 인기검색어
- 검색키워드
- 저자 : Zeinoddini, M. (검색결과 2 건)
- 무료
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Modelling of I-Shaped Beam-to-Tubular Column Connection Subjected to Post-Fire Conditions
Seied Ahmad Hosseini,Mostafa Zeinoddini,Amir Saedi Darian 한국강구조학회 2014 International Journal of Steel Structures Vol.14 No.3
This paper presents numerical results of structural post- fire bahaviour of I-shaped beam-to-chord joints in offshore platformstopside. Considering the high risk of fire events in offshore oil/gas platforms, this study focuses on the structural behaviour ofthese connections at post- fire condition. A highly detailed three-dimensional (3-D) finite element (FE) model of this connectionhas been created using the ABAQUS software. Steel members and connection components are considered to behave nonlinearly. The results of finite element and experimental tests conducted on I shape beam-to-tubular column connections in furnace fireconditions are compared, and the obtained failure modes and moment-rotation-temperature characteristics are in good agreementwith those associated with experimental tests. The validated model has been used to conduct numerical parametric studies togenerate theoretical data to help develop detailed understanding of the joint behaviour in post-fire condition.
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Field measurements of wind-induced transmission tower foundation loads
Savory, E.,Parke, G.A.R.,Disney, P.,Toy, N.,Zeinoddini, M. Techno-Press 1998 Wind and Structures, An International Journal (WAS Vol.1 No.2
This paper discusses some of the findings arising from long-term monitoring of the wind effects on a transmission tower located on an exposed site in South-West England. Site wind speeds have been measured, together with the foundation loads at the base of each of the four legs. The results show good correlation between the wind speeds and leg strains (loads) for a given wind direction, as expected, for wind speeds in excess of 10 m/s. Comparisons between the measured strains and those determined from the UK Code of Practice for lattice towers (BS8100), for the same wind speed and direction, show that the Code over-estimates most of the measured foundation loads by a moderate amount of about 14% at the higher wind speeds. This tends to confirm the validity of the Code for assessing design foundation loads. A finite element analysis model has been used to examine the dynamic behaviour of the tower and conductor system. This shows that, in the absence of the conductor, the tower alone has similar natural frequencies of approximately 2.2 Hz in the both the first (transversal) and second (longitudinal) modes, whilst for the complete system and conductor oscillations dominate, giving similar frequencies of approximately 0.1 Hz for both the first and second modes.
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