Experimental evaluation and numerical modeling of wide-flange steel columns subjected to constant and variable axial load coupled with lateral drift demands
Experimental evaluation and numerical modeling of wide-flange steel columns subjected to constant and variable axial load coupled with lateral drift demands
This paper presents results from an experimental evaluation on the pre- and post-buckling behavior of 12 steel wide-flange cantilever columns under axial load and lateral drift demands. The influence of several loading and geometric parameters, including the cross-sectional local web and flange slenderness ratios, applied axial load, and lateral and axial loading history on the performance of these columns is thoroughly examined. The test data indicate that cross-sectional local buckling is highly asymmetric in steel columns under variable axial load. A relatively high compressive axial load can significantly compromise the steel column seismic stability and ductility, but this also depends on the imposed lateral loading history. The AISC axial load–bending moment interaction equation provides accurate estimates of a steel column’s yield resistance. However, the same equation underestimates by at least 30% the column’s peak resistance, regardless of the loading scenario. Measurements of column flange deformation, axial shortening, flexural resistance, and lateral drift are combined in a single graphical format aiding the process of assessing steel column repairability after earthquakes. The test data suggest that current practice-oriented nonlinear component modeling guidelines may not provide sufficient accuracy in establishing both the monotonic and first-cycle envelope curves of steel columns. It is also shown that high-fidelity continuum finite-element models should consider geometric imperfections of proper magnitude, in addition to the steel material inelasticity, to properly simulate the inelastic buckling of wide-flange steel columns and generalize the findings of physical tests. Issues arising due to similitude are also discussed to properly limit steel column instability modes in future studies.
Applied Technology Council (ATC) 72, Axial load-carrying capacity, Axial shortening, Column repairability curve, Continuum finite-element models, Large-scale testing, Nonlinear modeling of steel columns, Scale effects, Steel columns
1-19
Cravero, Julien
d52a9151-16d9-45b8-90f5-702050fae977
Elkady, Ahmed
8e55de89-dff4-4f84-90ed-6af476e328a8
Lignos, Dimitrios
0920c0a5-720e-4e2e-8ac5-abf5d50ea4f0
1 March 2020
Cravero, Julien
d52a9151-16d9-45b8-90f5-702050fae977
Elkady, Ahmed
8e55de89-dff4-4f84-90ed-6af476e328a8
Lignos, Dimitrios
0920c0a5-720e-4e2e-8ac5-abf5d50ea4f0
Cravero, Julien, Elkady, Ahmed and Lignos, Dimitrios
(2020)
Experimental evaluation and numerical modeling of wide-flange steel columns subjected to constant and variable axial load coupled with lateral drift demands.
Journal of Structural Engineering, 146 (3), , [04019222].
(doi:10.1061/(ASCE)ST.1943-541X.0002499).
Abstract
This paper presents results from an experimental evaluation on the pre- and post-buckling behavior of 12 steel wide-flange cantilever columns under axial load and lateral drift demands. The influence of several loading and geometric parameters, including the cross-sectional local web and flange slenderness ratios, applied axial load, and lateral and axial loading history on the performance of these columns is thoroughly examined. The test data indicate that cross-sectional local buckling is highly asymmetric in steel columns under variable axial load. A relatively high compressive axial load can significantly compromise the steel column seismic stability and ductility, but this also depends on the imposed lateral loading history. The AISC axial load–bending moment interaction equation provides accurate estimates of a steel column’s yield resistance. However, the same equation underestimates by at least 30% the column’s peak resistance, regardless of the loading scenario. Measurements of column flange deformation, axial shortening, flexural resistance, and lateral drift are combined in a single graphical format aiding the process of assessing steel column repairability after earthquakes. The test data suggest that current practice-oriented nonlinear component modeling guidelines may not provide sufficient accuracy in establishing both the monotonic and first-cycle envelope curves of steel columns. It is also shown that high-fidelity continuum finite-element models should consider geometric imperfections of proper magnitude, in addition to the steel material inelasticity, to properly simulate the inelastic buckling of wide-flange steel columns and generalize the findings of physical tests. Issues arising due to similitude are also discussed to properly limit steel column instability modes in future studies.
Text
Manuscript 2
- Accepted Manuscript
More information
Accepted/In Press date: 7 June 2019
e-pub ahead of print date: 24 December 2019
Published date: 1 March 2020
Additional Information:
doi: 10.1061/(ASCE)ST.1943-541X.0002499
Keywords:
Applied Technology Council (ATC) 72, Axial load-carrying capacity, Axial shortening, Column repairability curve, Continuum finite-element models, Large-scale testing, Nonlinear modeling of steel columns, Scale effects, Steel columns
Identifiers
Local EPrints ID: 437394
URI: http://eprints.soton.ac.uk/id/eprint/437394
ISSN: 0733-9445
PURE UUID: ada448a9-e418-4818-b564-32cc5991f113
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Date deposited: 29 Jan 2020 17:33
Last modified: 17 Mar 2024 03:57
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Contributors
Author:
Julien Cravero
Author:
Dimitrios Lignos
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