Towards New Design Provisions for Composite Columns

Leon, Roberto T.; Aho, Mark Francis

doi:10.1061/40616(281)45

Cited by 4 publications

(4 citation statements)

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“…The latter indicates that the models assumed were probably not very accurate and that low resistance factors would be needed to obtain the target reliability. Early efforts by Leon and Aho [19] led to the development of new, extensive databases [20], which helped identify areas where improvements were needed for composite column design. Key areas requiring improvements [21][22][23]:…”

Section: Early Composite Column Provisionsmentioning

confidence: 99%

Design of Composite Columns: The American Approach

Leon

2012

Arab J Sci Eng

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The use of composite steel-concrete construction in horizontal structural systems is well established in American practice; about 95% of floor systems in low-rise metal construction are of this type. The use of composite action in vertical elements and lateral resisting systems is less common but has found niche applications in tall buildings and unusual structures. The American Institute of Steel Construction pioneered the development of specifications for steel-concrete composite members in the 1960s and continues to update and improve its design provisions with respect to these members. This paper traces a series of developments, beginning with the AISC 1999 Specification, that have led to more complete treatment of the design of composite columns, extension of provisions to the design of joints, and use of composite construction in seismic design. The use of the new provisions for the design of an encased mega-column is illustrated with a detailed design example.

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Section: Early Composite Column Provisionsmentioning

confidence: 99%

Design of Composite Columns: The American Approach

Leon

2012

Arab J Sci Eng

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“…This approach was logical as the provisions originally intended to address columns with relatively high steel reinforcement ratios (for example, greater than 4%) and therefore it was a natural approach to tie their stability design to the established column curves for steel members. This approach has been shown to yield comparatively low reliability indices (Lundberg and Galambos, 1996;Leon and Aho, 2002), with particularly large dispersions for some types of beam-columns. In addition, these provisions were cast in LRFD format and never formally transferred to an ASD format.…”

Section: Objectivesmentioning

confidence: 99%

“…The development of the database (Kim, 2005) for the 2005 AISC Specification started with a general update of the database developed by Aho (Aho, 1997;Leon and Aho, 2002). Initially, the database was populated with as many tests as possible found in the open literature; for example, no effort was made to limit the database to tests that complied with the material and geometric limitations present in current specifications.…”

Section: Database Of Behavior Of Composite Columns and Beam-columnsmentioning

confidence: 99%

“…In the first phase of the work, a statistical approach was taken in an effort to match the test data as well as possible. In this effort, several assumptions were necessarily made about generating cross-section strength values and coefficients to account for length effects (Leon and Aho, 2002;Kim, 2005).…”

Section: Development Of Design Equations For Composite Columnsmentioning

confidence: 99%

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Limit State Response of Composite Columns and Beam-Columns Part I: Formulation of Design Provisions for the 2005 AISC Specification

Leon,

Kim,

Hajjar

2007

Eng J

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The 2005 Specification for Structural Steel Buildings contains substantial changes to the design of composite members and composite columns in particular. These revisions are intended to reflect the extensive research in the area of composite steel-concrete structures during the past two decades, as the previous specifications were based on studies from the late 1960s-1970s. This paper describes the databases created and the process followed to develop the new provisions. This process includes the development of both new strength equations for encased and concrete-filled columns and new interaction equations for composite beam-columns as well as considerable liberalization of local buckling and material limits. The paper also discusses other important areas of composite design, such as bond stress between steel HSS sections and concrete, where specification provisions are under development. This is the first of a two-part paper; the second part contains detailed design examples.

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