Influence of Slenderness on High-Strength Rectangular Concrete-Filled Tubular Columns with Axial Load and Nonconstant Bending Moment
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Otros documentos de la autoría: Hernández-Figueirido, David; Romero, M. L.; Bonet, J. L.; Montalvá Subirats, José Miguel
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http://dx.doi.org/10.1061/(ASCE)ST.1943-541X.0000590 |
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Título
Influence of Slenderness on High-Strength Rectangular Concrete-Filled Tubular Columns with Axial Load and Nonconstant Bending MomentFecha de publicación
2012Editor
American Society of Civil EngineersISSN
0733-9445; 1943-541XTipo de documento
info:eu-repo/semantics/articleVersión de la editorial
http://ascelibrary.org/doi/abs/10.1061/(ASCE)ST.1943-541X.0000590Palabras clave / Materias
Resumen
Forty-nine experimental tests were conducted on rectangular and square tubular columns filled with high-strength concrete (f'c=90 MPa) subjected to axial load and a nonconstant bending moment distribution. The test ... [+]
Forty-nine experimental tests were conducted on rectangular and square tubular columns filled with high-strength concrete (f'c=90 MPa) subjected to axial load and a nonconstant bending moment distribution. The test parameters were the length (2, 3, and 4 m), the cross-section aspect ratio (square or rectangular), the wall thickness (4 or 5 mm), and the ratio of the top and bottom first-order eccentricities r=etop/ebottom (1, 0.5, 0, and −0.5). The effect of slenderness combined with the influence of variable curvature is compared with the design loads from AISC 360-10 and Eurocode 4. The results show that, for the slender elements of this experimental campaign, both codes present a similar error close to 4%. The small error margin indicates that both standards are applicable to high-strength concrete, although the concrete tested is outside the upper bond of Eurocode 4 and AISC’s specifications. However, there are particular cases that present excessive unsafe errors. These errors correspond to the cases where the second-order effects are more important and are attributable to an overestimation of the flexural stiffness E⋅I, which indicates that it needs correction. [-]
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Journal of Structural Engineering, 138, 12Derechos de acceso
© 2012 American Society of Civil Engineers
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