Behaviour of a simple column base connection

Picard, André; Beaulieu, Denis

doi:10.1139/l85-013

Cited by 47 publications

(23 citation statements)

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“…It has length L, bending stiffness EI, and mass per unit length M, while the fluid has mass per unit length m and constant BRIEF NOTES W(X,T) (2) Then y (x) is governed by the equation (Chen, 1987) y "" + u 2 y " + 2i\fJ3uo>y '-u 2 y = 0 (3) and the boundary conditions are >(0) = 0, .y"(0)-£y'(0) = 0, y'(l) = 0, j"'(l) = 0. (4) When the compressive load on a column is increased, the rotational stiffness at the base may increase (Picard and Beaulieu, 1985). For a pipe, the flowing fluid induces an "effective compressive load" at the upstream end, proportional to the square of the velocity (Paidoussis and Issid, 1974).…”

Section: Discussionmentioning

confidence: 99%

Stability of a Fluid-Conveying Pipe With Flow-Dependent Support Stiffness

Guran

Plaut

1994

Journal of Applied Mechanics

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Section: Discussionmentioning

confidence: 99%

Stability of a Fluid-Conveying Pipe With Flow-Dependent Support Stiffness

Guran

Plaut

1994

Journal of Applied Mechanics

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“…In the case of strong-column-weak-connection details the potential for non-ductile behavior is recognized through a number of brittle failure mechanisms including crushing of the concrete and anchor rod fracture (DeWolf and Sarisley, 1980;Picard and Beaulieu, 1985;Thambiratnam and Paramisivam, 1986;Astaneh et al, 1992;Jaspart and Vandegans, 1998;Burda and Itani, 1999). Along with cracking of base plate welds, these failure mechanisms are classified as non-dissipative energy mechanisms (Grauvilardell et al, 2005).…”

Section: A41 Exposed Base Platesmentioning

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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“…Its value is usually determined experimentally (Picard and Beaulieu 1985;Picard et al 1987;Laberge et al 1987), but can also be determined by computer modeling (Gendron et al 1987;PagC and Picard 1988). Qualitatively, one could describe the fixity factor as a mesure of the ability of joint to transfer bending moments.…”

Section: Girtsmentioning

confidence: 99%

Ultimate strength of columns laterally braced by girt–diaphragm systems

Massicotte¹,

Beaulieu²,

Picard³

1989

Can. J. Civ. Eng.

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This paper deals with the stabilizing effect of girts and cladding on columns in light industrial buildings. The construction aspects of such systems are briefly reviewed and a description of their behavior is presented. Solutions available to determine column strength in column-girt-diaphragm systems are reviewed. The use of a finite-element-based software is proposed as the only practical way to analyze this type of structural system. Results of a large parametric study using a finite element model are presented and a method to evaluate the ultimate strength of actual columns is introduced. Finally, a simple hand design method is derived.Dans cet article, les auteurs traitent de l'effet bknkfique qu'apportent les entremises et le revCtement extCrieur des bitiments industriels lkgers la stabilitC des poteaux. La construction et le comportement de tels systkmes sont abordks brikvement. Les solutions disponibles pour dkterminer la rksistance des poteaux dans les systkmes poteaux-entremises-diaphragme sont revues. L'utilisation d'un logiciel d'C1Cments finis est reconnue comme la seule mkthode efficace pour analyser le comportement de tels systkmes. On prCsente les rksultats d'une Ctude paramCtrique tlaborte utilisant un modkle par ClCments finis ainsi qu'une mCthode permettant d'kvaluer la resistance ultime de ces poteaux. Enfin, on introduit une mkthode de calcul approximative simple et concue en fonction d'une utilisation pratique.

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Behaviour of a simple column base connection

Cited by 47 publications

References 0 publications

Stability of a Fluid-Conveying Pipe With Flow-Dependent Support Stiffness

Stability of a Fluid-Conveying Pipe With Flow-Dependent Support Stiffness

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

Ultimate strength of columns laterally braced by girt–diaphragm systems

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