Seismic performance of eccentrically braced frame with vertical link using PBPD method

2012 ◽  
Vol 23 (1) ◽  
pp. 1-21 ◽  
Author(s):  
M. A. Shayanfar ◽  
A. R. Rezaeian ◽  
A. Zanganeh
Keyword(s):  
Seismic Performance ◽  
Braced Frame ◽  
Eccentrically Braced Frame

Seismic Performance of Eccentrically Braced Frames with Shear Link

2020 ◽  
Vol 35 ◽  
pp. 55-68
Author(s):  
Sara Ansari ◽  
Javad Tashakori ◽  
Javad Razzaghi
Keyword(s):  
Plastic Deformation ◽  
Seismic Performance ◽  
Braced Frames ◽  
Eccentrically Braced Frames ◽  
Braced Frame ◽  
Shear Link ◽  
Plastic Rotation ◽  
Eccentrically Braced Frame ◽  
Shear Links ◽  
Ultimate Limit

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.

Seismic evaluation of single-storey steel buildings

1999 ◽  
Vol 26 (4) ◽  
pp. 379-394 ◽  
Author(s):  
M S Medhekar ◽  
DJL Kennedy
Keyword(s):  
Seismic Performance ◽  
Response Spectrum ◽  
Time History ◽  
Analytical Models ◽  
Steel Buildings ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Seismic Zones ◽  
Concentrically Braced Frame ◽  
Concentrically Braced

The seismic performance of single-storey steel buildings, with concentrically braced frames and a roof diaphragm that acts structurally, is evaluated. The buildings are designed in accordance with the National Building Code of Canada 1995 and CSA Standard S16.1-94 for five seismic zones in western Canada with seismicities ranging from low to high. Only frames designed with a force modification factor of 1.5 are considered. Analytical models of the building are developed, which consider the nonlinear seismic behaviour of the concentrically braced frame, the strength and stiffness contributions of the cladding, and the flexibility, strength, and distributed mass of the roof diaphragm. The seismic response of the models is assessed by means of a linear static analysis, a response spectrum analysis, a nonlinear static or "pushover" analysis, and nonlinear dynamic time history analyses. The results indicate that current design procedures provide a reasonable estimate of the drift and brace ductility demand, but do not ensure that yielding is restricted to the braces. Moreover, in moderate and high seismic zones, the roof diaphragm responds inelastically and brace connections are overloaded. Recommendations are made to improve the seismic performance of such buildings.Key words: analyses, concentrically braced frame, dynamic, earthquake, flexible diaphragm, low-rise, nonlinear, seismic design, steel.

scholarly journals Seismic performance assessment of Eurocode 8-compliant concentric braced frame buildings using FEMA P-58

2018 ◽  
Vol 155 ◽  
pp. 192-208 ◽  
Author(s):  
Giuseppe Marcantonio Del Gobbo ◽  
Martin S. Williams ◽  
Anthony Blakeborough
Keyword(s):  
Performance Assessment ◽  
Seismic Performance ◽  
Eurocode 8 ◽  
Seismic Performance Assessment ◽  
Braced Frame ◽  
Frame Buildings
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