Three-Dimensional Benchmark Problems for Design by Advanced Analysis: Impact of Twist

Ziemian, Ronald D.; Abreu, Jean C. Batista; Denavit, Mark D.; Denavit, Tsu-Jung L.

doi:10.1061/(asce)st.1943-541x.0002224

Cited by 7 publications

(3 citation statements)

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“…50 steel (Suzuki and Lignos 2017) (Elkady and Lignos 2018b) can facilitate this effort. These agree with recent modeling recommendations on how to model complex three-dimensional behavior of steel members (Zeimian et al 2018).…”

Section: Continuum Finite Element Modeling Recommendations For Wide-fsupporting

confidence: 90%

“…This is not so apparent in steel columns with moderately ductile crosssections (i.e., Group A) due to the early onset of geometric instabilities after flexural yielding. The general consensus is that a thorough re-assessment of the P-M interaction curves for steel beam-columns used in seismic applications shall be conducted, which agrees with recent related work (Zeimian et al 2018). Such an assessment is outside the scope of the present paper.…”

Section: Referring Tosupporting

confidence: 74%

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Experimental Evaluation and Numerical Modeling of Wide-Flange Steel Columns Subjected to Constant and Variable Axial Load Coupled with Lateral Drift Demands

2020

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This paper presents results from an experimental evaluation on the pre-and postbuckling 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 crosssectional 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 (PEER/ATC 2010) 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 shall 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.

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Section: Continuum Finite Element Modeling Recommendations For Wide-fsupporting

confidence: 90%

Section: Referring Tosupporting

confidence: 74%

Experimental Evaluation and Numerical Modeling of Wide-Flange Steel Columns Subjected to Constant and Variable Axial Load Coupled with Lateral Drift Demands

2020

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show abstract

“…Given the first two bulleted items, the initial GIs (shape and magnitude) represent the "end product" that a modeler attempts to idealize within the CFE software, including welded base plates and fabrication work. The use of GIs in nonlinear analysis is consistent with core concepts of structural stability (Galambos 1998), which are also included in our design standards when it comes to stability verification of structural members (AISC 2016;Ziemian et al 2018).…”

Section: Final Considerations and Recommendationsmentioning

confidence: 75%