Lateral Bracing of Columns and Beams

Winter, George

doi:10.1061/9780784408179.apc

Cited by 27 publications

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“…Many bracing provisions for the stiffness are based on a requirement to limit the amount of twist at the design load to a value equal to the initial imperfection (corresponds to a total twist/initial twist value of 2.0). An adequate bracing system must possess sufficient strength and stiffness to support the design loads and control deformations (Winter 1960). For Grade 345 MPa (Grade 50) steel during construction, a maximum bending stress level of 200 MPa (29 ksi) would likely be a reasonable limit for steel I-girder bridges.…”

Section: Buckling Test Results Of W762 × 134 (Us-w30 × 90) Twin-girdementioning

confidence: 99%

Buckling Behavior of Steel Bridge I-Girders Braced by Permanent Metal Deck Forms

2012

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Permanent metal deck forms (PMDFs) are often used in the bridge industry to support wet concrete and other loads during construction. Although metal formwork in the building industry is routinely relied on for stability bracing, the forms are not permitted for bracing in the bridge industry, despite the large in-plane stiffness. The forms in bridge applications are typically supported on cold-formed angles, which allow the contractor to adjust the form elevation to account for changes in flange thickness and differential camber between adjacent girders. Although the support angles are beneficial toward the constructability of the bridge, they lead to eccentric connections that substantially reduce the in-plane stiffness of the PMDF systems, which is one of the reasons the forms are not relied on for bracing in bridge applications. This paper documents the results of an investigation focused on improving the bracing potential of bridge deck forms. Modifications to the connection details were developed to improve the stiffness and strength of the forming system. Research included buckling tests on a 15-m (50-ft) long, twin-girder system with PMDFs for bracing. In addition, twin-girder tests were also used to validate computer models of the bracing systems that were used for parametric finite-element analytical studies. The buckling test results demonstrated that modified connection details make PMDF systems a viable bracing alternative in steel bridges, which can significantly reduce the number of cross-frames or diaphragms required for stability bracing of steel bridge I-girders during construction.

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Section: Buckling Test Results Of W762 × 134 (Us-w30 × 90) Twin-girdementioning

confidence: 99%

Buckling Behavior of Steel Bridge I-Girders Braced by Permanent Metal Deck Forms

2012

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“…In this study, we indicate that the initial curvature of the column and a lateral support element remain in its elastic limit. Winter articulated adopted as the support member ports in subsequent studies [16]. In this study, internal force on the support element due to the elastic load in the column was determined and the minimum stiffness.…”

Section: Analytical Studymentioning

confidence: 99%

The Research of Formations Intended to the Prevention of Lateral Strain of Columns

Eyyubov¹,

Hasnalbant²,

Eyyubov³

2016

JCEA

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Abstract:In this paper, the research for the constructive formations preventing the buckling of the columns is being covered. Especially, the behavior of the constructive support elements which are used during the design of the industry building's columns is analyzed. The preparation of constructive formations which is intended to the prevention of changing shape and the proposals aimed at the use of widespread construction practices are being covered.

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“…Significant work has been conducted on sheathing-braced cold-formed steel stud walls, Okasha (2004), Fiorino et al (2007), and Chen et al (2006) have concentrated their efforts in determining the resistance of the stud-to-sheathing connection; while Miller and Pekoz (1993), Winter (1960), and Simaan and Pekoz (1976) have specifically investigated fastener demands. The commentary of AISI-S211 (2007), based on the research conducted by Winter (1960), states that a fastener-sheathing assembly shall be designed for a load equal to 2% of the axial load, also know as "2% rule".…”

Section: Introductionmentioning

confidence: 99%

“…The commentary of AISI-S211 (2007), based on the research conducted by Winter (1960), states that a fastener-sheathing assembly shall be designed for a load equal to 2% of the axial load, also know as "2% rule".…”

Section: Introductionmentioning

confidence: 99%

Fastener Demands for Sheathing-Braced Cold-Formed Steel Stud Gravity Walls

Vieira

Schafer

2016

Lat. Am. j. solids struct.

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We explore, in this paper, the demands and behavior on fasteners supplying sheathing-based bracing of gravity loaded cold-formed studs and wall assemblies. The studies are carried out by shell finite element (FE) models, which are compared to analytical solutions and previously completed laboratory tests conducted by the authors. The connection between the sheathing and the stud should be able to develop enough resistance to restrain global buckling of the studs; therefore, special attention has to be given to the demands on these connections for design. Local buckling and stress concentrations may damage some connections and redistribution of forces should be ensured. Classical practice for determining fastener demand -i.e., the 2% rule -may be deficient. An analytical method developed for determining fastener demand is compared to the FE models presented in this paper; the analytical method results in a reasonable prediction of the fastener forces in wall studs.

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Lateral Bracing of Columns and Beams

Cited by 27 publications

References 0 publications

Buckling Behavior of Steel Bridge I-Girders Braced by Permanent Metal Deck Forms

Buckling Behavior of Steel Bridge I-Girders Braced by Permanent Metal Deck Forms

The Research of Formations Intended to the Prevention of Lateral Strain of Columns

Fastener Demands for Sheathing-Braced Cold-Formed Steel Stud Gravity Walls

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