Seismic performance of eccentrically braced frames with low-yield welded hollow spheres

The push-over nonlinear evaluation of four eccentrically braced frame performance was conducted to assess the plastic deformation and location of plastic hinges in buildings with six, nine, twelve and fifteen stories. The excessive plastification of out-of-beam members is revealed in the majority of these buildings while the AISC design provision allows the moderate plastification in these members. Therefore, the beams out of link might be in danger of fracture of web and flange. Likewise, this was controversial evidence in Chrischurch earthquakes. In order to modify this problem either using fixed connection of braced members or using the very short shear links which have less end moment force than out-of-link beams moment strength are recommended. By this modification, the response modification coefficients are calculated for these buildings which are almost equal to the provision value. The maximum plastic rotation of shear links recommended by provisions (0.08 radian) is the upper ultimate limit to prevent emerging of out-of-link member`s instability.

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Seismic performance of Y‐type eccentrically braced frames combined with high‐strength steel based on performance‐based seismic design

The Structural Design of Tall and Special Buildings ◽

10.1002/tal.1689 ◽

2019 ◽

Vol 29 (3) ◽

Cited By ~ 1

Author(s):

Shen Li ◽

Qian‐ru Wang ◽

Xiao‐lei Li ◽

Jian‐bo Tian

Keyword(s):

Seismic Performance ◽

Seismic Design ◽

High Strength Steel ◽

High Strength ◽

Braced Frames ◽

Eccentrically Braced Frames ◽

Performance Based Seismic Design

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Design and seismic behaviour of taller eccentrically braced frames

Canadian Journal of Civil Engineering ◽

10.1139/l09-131 ◽

2010 ◽

Vol 37 (2) ◽

pp. 195-208 ◽

Cited By ~ 7

Author(s):

Sanda Koboevic ◽

Simona Olivia David

Keyword(s):

Seismic Response ◽

Seismic Performance ◽

Control Design ◽

Design Criteria ◽

Braced Frames ◽

Local Response ◽

Shear Forces ◽

Seismic Behaviour ◽

Eccentrically Braced Frames ◽

Global And Local

This paper describes a study of the seismic behaviour of taller eccentrically braced frames (EBFs). Chevron-type EBFs with shear-critical links are designed for 14-, 20-, and 25-storey buildings in Montreal and Vancouver. For each location the importance of different design criteria is discussed and an appropriate design sequence is proposed. It was found that ductility requirements did not control design. For Vancouver, buildings member selection was mostly influenced by the inelastic inter-storey drift requirements whereas for Montreal ensuring the global frame stability was critical. The seismic response of these frames to the sets of earthquake records calibrated to match design spectra is described. The seismic performance for Vancouver frames was found to be adequate, except that in the upper storeys the inelastic link deformations and shear forces exceeded values anticipated in design. For the Montreal structures, all global and local response indicators remained well below the design limits.

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