Stability of Columns under Uniform Axial Load with Semirigid Connections
Publication: Journal of Structural Engineering
Volume 120, Issue 11
Abstract
Two simple formulas are presented that evaluate the stability of columns with semirigid connections and with side sway uninhibited or partially inhibited including the effects of a uniformly distributed axial load in addition to a concentrated end load . The proposed formulas can also be applied to frame stability (unbraced and partially braced) with rigid, semirigid, and simple connections. The proposed formulas are more general and simpler to apply than the well‐known alignment chart. A verification study indicates that their results are within 1.4% of the theoretical values. The effects of a uniformly distributed compressive axial load on the overall stability of a column become significant when and when is negative, i.e., becomes a tensile force. Also, when the end fixities are approaching those of construction type 1 (rigid), the effects of become more significant than in the case of construction type 3 (semirigid). Examples of steel frames using load and resistance factor design are included that demonstrate their use.
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References
1.
Aristizabal‐Ochoa, J. D. (1994). “ for columns in any type of construction: Nonparadoxical approach.” J. Struct. Engrg., ASCE, 120(4), 1272–1290.
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Manual of steel construction—load and resistance factor design. (1986). 1st Ed., Am. Inst. of Steel Constr., Chicago, Ill.
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Salmon, C. G., and Johnson, J. E. (1990). Steel structures: Design and behavior. 3rd Ed., Harper and Row, New York, N.Y.
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Timoshenko, S. P., and Gere, J. M. (1961). Theory of elastic stability. 2nd Ed., McGraw‐Hill, New York, N.Y., 100–107.
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Copyright © 1994 American Society of Civil Engineers.
History
Received: Feb 2, 1993
Published online: Nov 1, 1994
Published in print: Nov 1994
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