Supplemental system retrofit considerations for braced steel bridge piers

Berman, Jeffrey W.; Bruneau, Michel

doi:10.1002/eqe.448

Cited by 9 publications

(14 citation statements)

References 2 publications

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“…Links with e ≤ 1.6 (M p /V p ) will yield primarily in shear and are denoted "shear links"; links with e ≥ 2.6 (M p /V p ) will yield primarily in flexure and are denoted "flexural links"; links with lengths between those bounds will yield in a combination of shear and flexure and are denoted "intermediate links." Note that Berman and Bruneau (2005) derived expressions for shear and flexural strength that accounted for shear-flexural interaction. However, test results reported in Berman and Bruneau (2006) showed that even intermediate links were able to simultaneously achieve both their plastic shear and flexural strengths due to strain hardening.…”

Section: Link Strengthmentioning

confidence: 99%

“…Note that Berman and Bruneau (2005) derived expressions for shear and flexural strength that accounted for shear-flexural interaction. However, test results reported in Berman and Bruneau (2006) showed that even intermediate links were able to simultaneously achieve both their plastic shear and flexural strengths due to strain hardening. Similar observations were made for I-shaped links by Roeder and Popov (1978) and Kasai and Popov (1986).…”

Section: Link Strengthmentioning

confidence: 99%

“…Note that for panel aspect ratios greater than 1, the constants 5.34 and 4 in Equation 22 switch places. Solving Equation 22 for the stiffener spacing, a, can be conservatively approximated by the following, as discussed in Berman and Bruneau (2005):…”

Section: Stiffener Spacing and Web Bucklingmentioning

confidence: 99%

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Overview of the Development of Design Recommendations for Eccentrically Braced Frame Links with Built-Up Sections

Berman,

Bruneau

2013

Eng J

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Among the new additions to the 2010 AISC Seismic Provisions are design requirements for eccentrically braced frame links with built-up box sections. Such links do not require lateral bracing in many cases because built-up box shapes have superior lateral torsional stability relative to wide flange sections. The 2010 Seismic Provisions include requirements for built-up box link flange width-to-thickness ratio and other important design considerations. However, the limits on web width-to-thickness ratio default to those used for built-up box beams or columns and are inadequate for links with large inelastic shear and compression strains. Such limits are important for preventing web buckling under shear and/or flexural compression. This paper presents an overview of research on the design and behavior of links with built-up box sections, including the development of recommendations for web width-to-thickness limits and corresponding web stiffener spacing requirements and flange width-to-thickness limits for these link sections. The highlighted research program included derivation of design requirements based on plate buckling considerations; a full-scale, single-story eccentrically braced frame test; a parametric study on the impact of link cross-sectional parameters on link inelastic rotation capacity; and a series of large-scale tests on isolated links.

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Section: Link Strengthmentioning

confidence: 99%

Section: Link Strengthmentioning

confidence: 99%

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Overview of the Development of Design Recommendations for Eccentrically Braced Frame Links with Built-Up Sections

Berman,

Bruneau

2013

Eng J

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“…Furthermore, equipping VSLs into the structure is not exclusive to buildings only, but it can be also used in bridges as well. The seismic behavior improvement of bridges with VSLs was investigated previously [23], [24].…”

Section: Introduction Historical Backgroundmentioning

confidence: 99%

Seismic Response of 2-D Plane Framed Buildings Eccentrically Braced with Vertical Shear Links

Selemah

El-khoriby

El-Gammal

2022

International Journal of Advances in Structural and Geotechnica

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There exist a variety of techniques which can be utilized in seismic-resistant structures in order to protect it from earthquake ground motions. One of these techniques is the employment of vertical eccentrically braced frames (V-EBFs) which dissipate energy during seismic hazard by means of yielding of certain elements, commonly referred to as vertical shear links (VSLs), whereas the whole structures is kept safe in the elastic stage. This paper presents a numerical study on 2-D framed buildings equipped with V-EBFs using two finite element software ANSYS Workbench and ETABS. Each of modal analyses, nonlinear static pushover analyses and nonlinear time history analyses have been conducted on 6 different 2-D framed steel buildings configurations equipped with VSLs made of different metallic alloys, particularly magnesium and steel. Also, how the number of V-EBFs in the building and its placement position influence both the global and local behavior of the buildings have been investigated. Finally, general remarks regarding the optimum conditions of equipping V-EBFs in 2-D framed steel buildings have been pointed out (e.g., VSL material of fabrication, V-EBFs number and placement position).

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“…Such selfstabilizing links would also be useful in buildings where lateral bracing may not be feasible or easily provided. Furthermore, the design of EBF's to protect existing bridge pier bracing members may be employed using the approach in Berman and Bruneau (2005a), or EBF systems may be used to replace existing deficient pier brace systems.…”

Section: Introductionmentioning

confidence: 99%

Development of Self-Stabilizing Links for Eccentrically Braced Frames

Berman

Bruneau

2007

New Horizons and Better Practices

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This paper highlights aspects of the development of self-stabilizing links having tubular cross-sections for use in eccentrically braced frames (EBF's). EBF's utilizing this type of link could be used in bridge piers or other applications where lateral bracing to prevent lateral torsional buckling is difficult to provide. The development of design recommendations for these types of links consisted of three parts, namely, a proof-ofconcept experiment, a finite element parametric study, and testing of links with various cross-sectional properties and lengths; the latter two parts are discussed in this paper. The finite element parametric study involved over 200 links with various cross-sections, lengths, and yield strengths and resulted in recommendations for compactness ratio limits for webs and flanges of links with tubular cross-sections which were valid for a range of typical steel yield strengths. Links with three different tubular cross-sections having compactness ratios near and well below the proposed limits were then investigated experimentally. These links also had various lengths covering the full range of link behavior (i.e., shear to flexural dominated yielding). Fourteen links in total were tested. The results indicated that the proposed design recommendations were adequate to ensure tubular links can achieve plastic rotation levels equivalent to the maximum allowed for wide-flange links considering the loading protocol from the 2005 AISC Seismic Provisions.

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Supplemental system retrofit considerations for braced steel bridge piers

Cited by 9 publications

References 2 publications

Overview of the Development of Design Recommendations for Eccentrically Braced Frame Links with Built-Up Sections

Overview of the Development of Design Recommendations for Eccentrically Braced Frame Links with Built-Up Sections

Seismic Response of 2-D Plane Framed Buildings Eccentrically Braced with Vertical Shear Links

Development of Self-Stabilizing Links for Eccentrically Braced Frames

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