The effect of the loading process and imperfections on the load bearing capacity of beam columns

Petrini, V.; Urbano, Carlo

doi:10.1007/bf02134277

Cited by 8 publications

(3 citation statements)

References 4 publications

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“…The term in the parentheses may be considered an amplification factor on the first order moment for the purpose of obtaining the second-order moment, which is based on a numerical solution of Galambos and Ketter (1961). Additional analytical solutions for wide flange beam-columns have been derived by a number of researchers (Ketter, 1962;Lu and Kamalvand, 1968;Chen, 1970;Chen, 1971a;Chen, 1971b;Yu and Tall, 1971;Young, 1973;Chen and Atsuta, 1972;Ballio et al, 1973;Ballio and Campanini, 1981;and Lu et al, 1983). These formulations provide an acceptable fit for all wide flange sections, including those fabricated by welding, and have been verified with a number of experimental studies with hot-rolled shapes (Johnston and Cheney, 1942;Ketter et al, 1952;Ketter et al, 1955;Galambos and Ketter, 1961;Yu and Tall, 1971;Mason et al, 1958;van Kuren and Galambos, 1964;Dwyer and Galambos, 1965;Bijlaard et al, 1955;and Lay and Galambos, 1965).…”

Section: A-4mentioning

confidence: 99%

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

Venture¹

2011

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The objective of this task was to develop a comprehensive long-range plan to research the seismic behavior of deep, slender wide flange structural steel beamcolumns in steel frames. Development of the plan included the investigation of available information on beam-column member and connection behavior in the literature, and considered the differences and interrelationships between member, subassemblage, and system performance. The resulting plan includes a summary of tasks for conducting both experimental and analytical research, and is intended to be the first step in the development of national consensus guidelines for designing and assessing the seismic performance of deep, slender wide-flange beam-columns in steel frame systems.The NEHRP Consultants Joint Venture is indebted to the leadership of Jim Malley, Project Director, and to the members of the Project Technical Committee, consisting of Charlie Carter, Jerry Hajjar, Dimitrios Lignos, Charles Roeder, and Mark Saunders for their contributions in developing this report and the resulting recommendations. The NEHRP Consultants Joint Venture also gratefully acknowledges Jack Hayes (NEHRP Director), Steve McCabe (NEHRP Deputy Director), Jay Harris (NIST Project Manager), Mike Mahoney (FEMA), and Helmut Krawinkler (FEMA Technical Monitor) for their input and guidance in the preparation of this report, Ayse Hortacsu for ATC project management, and Peter N. Mork for ATC report production services. Jon A. Heintz Program ManagerGCR 11-917-13 List of Tables Executive SummaryCurrent practice in modern steel frame design frequently concentrates seismic resistance into a few frames or a few bays within planar frames. In moment resisting frames, this practice results in column designs that are dominated by a combination of axial force and bending due to lateral deformation, rather than just axial force alone. Due to their increased in-plane flexural stiffness, deeper column sections are generally selected to satisfy drift criteria and to balance relative stiffness with deep beam sections. Columns that are generally stocky, in terms of both member stability and cross-sectional compactness requirements, are expected to perform well under seismic loading. Deeper, more slender columns, however, are more vulnerable to weak-axis and local buckling failure modes, and these sections must be checked against the potential for in-plane and out-of-plane instability under combined axial load and bending moment.The term deep refers to member depths that are nominally greater than 16 inches (i.e., W16 sections and larger). The term slender refers to members that are sensitive to instability or have cross-sectional elements with width-to-thickness ratios approaching the seismic compactness limits for highly ductile members. An area of critical need identified by the American Institute of Steel Construction (AISC) is the seismic performance of deep, slender, wide flange structural steel beam-column members when subjected to a range of axial loads. Research on the stability of th...

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Section: A-4mentioning

confidence: 99%

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

Venture¹

2011

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“…Recently a reassessment of the models needed to describe beam‐like structural elements has been used in order to simplify the tools needed to study nonlinear equilibrium shapes, loss of stability, buckling and post‐buckling phenomena like those studied in []. In particular in order to simplify the computation of the buckling load of a beam, its large deformations and its multiple stable equilibria discrete Hencky models have been recovered . Indeed Hencky, in his seminal work [], for making possible some semi‐analytical solutions of the problem of finding large deformations of Euler beams, proposed a very clever and effective way leading to the computation of the buckling load of a rectilinear planar beam…”

Section: Introductionmentioning

confidence: 99%

“…In particular in order to simplify the computation of the buckling load of a beam, its large deformations and its multiple stable equilibria discrete Hencky models have been recovered. [16,17,111,114] Indeed Hencky, in his seminal work [72],…”

Section: Introductionmentioning

confidence: 99%

Nonlinear dynamics of uniformly loaded Elastica: Experimental and numerical evidence of motion around curled stable equilibrium configurations

et al. 2019

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It has been numerically observed and mathematically proven that for a clamped Euler's Elastica, which is uniformly loaded, there exist, in large deformations, some ‘undocumented’ equilibrium configurations which resemble a curled pending wire. Even if Elastica is one of the most studied model in mathematical physics, we could not find in the literature any description of an equilibrium like the one whose existence was forecast theoretically in [36]. In this paper, we prove that this kind of equilibrium configurations can be actually observed experimentally when using ‘soft’ beams. We mean with soft beams: Elasticae whose ratio between the applied load intensity and the bending stiffness is large enough. Moreover, we prove experimentally that such equilibrium configurations are actually stable, by observing their oscillations around the considered nonstandard equilibrium configuration. To describe theoretically such oscillations we consider, instead of a ‘soft’ Elastica model, directly a Hencky‐type discrete model, i.e. a ‘masses‐springs’ finite dimensional Lagrangian model. In this way we formulate, avoiding the use of an intermediate continuum model, a model for which numerical simulations can be performed without the introduction of any further discretization. In this way, we can also predict quantitatively the motions of soft beams, in the regime of large displacements and deformations. Postponing to future investigations more careful quantitative measurements, we report here that it was possible to get a rather promising qualitative agreement between observed motions and predictive numerical simulations.

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Finite Element Modelling of the Elastic-Plastic Problem

Corradi

1990

Mathematical Programming Methods in Structural Plasticity

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The effect of the loading process and imperfections on the load bearing capacity of beam columns

Cited by 8 publications

References 4 publications

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

Research plan for the study of seismic behavior and design of deep, slender wide flange structural steel beam-column members

Nonlinear dynamics of uniformly loaded Elastica: Experimental and numerical evidence of motion around curled stable equilibrium configurations

Finite Element Modelling of the Elastic-Plastic Problem

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