Member Stiffness for Frame Analysis of GFRP Reinforced Concrete Structures
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Détails bibliographiques
| Auteur(s): |
Peter H. Bischoff
(University of New Brunswick, Fredericton, NB, Canada)
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| Médium: | papier de conférence | ||||
| Langue(s): | anglais | ||||
| Conférence: | IABSE Symposium: Engineering the Future, Vancouver, Canada, 21-23 September 2017 | ||||
| Publié dans: | IABSE Symposium Vancouver 2017 | ||||
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| Page(s): | 1847-1854 | ||||
| Nombre total de pages (du PDF): | 8 | ||||
| Année: | 2017 | ||||
| DOI: | 10.2749/vancouver.2017.1847 | ||||
| Abstrait: |
The ACI 318 Building Code provides flexural EI stiffness values for elastic analysis of steel reinforced concrete buildings, with a moment of inertia 𝐼𝐼 equal to 0.7𝐼𝐼𝑔𝑔 for columns, 0.35𝐼𝐼𝑔𝑔 for beams, and 0.25𝐼𝐼𝑔𝑔 for flat slabs at factored loads (1.0𝐼𝐼𝑔𝑔 for columns, 0.5𝐼𝐼𝑔𝑔 for beams, and 0. 35𝐼𝐼𝑔𝑔 for flat slabs at service loads). This paper recommends design values of the moment of inertia for analysis of glass fibre reinforced polymer (GFRP) reinforced concrete members based on current ACI 440 design requirements. Results at the factored load level suggest using a value of 𝐼𝐼 equal to 0.4𝐼𝐼𝑔𝑔 for columns and 0.15𝐼𝐼𝑔𝑔 for beams and slabs. At the service load level, recommended values are increased by 50 percent to give 0. 6𝐼𝐼𝑔𝑔 for columns and 0.225𝐼𝐼𝑔𝑔 for beams and slabs. |
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| Mots-clé: |
colonnes poutres
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