Seismic behaviour of knee braced frames

2002 ◽  
Vol 152 (2) ◽  
pp. 147-155 ◽  
Author(s):  
M. S. Williams ◽  
A. Blakeborough ◽  
D. Clément ◽  
N. Bourahla
Keyword(s):  
Braced Frames ◽  
Seismic Behaviour

scholarly journals Modal properties and seismic behaviour of buildings equipped with external dissipative pinned rocking braced frames

2018 ◽  
Vol 172 ◽  
pp. 807-819 ◽  
Author(s):  
L. Gioiella ◽  
E. Tubaldi ◽  
F. Gara ◽  
L. Dezi ◽  
A. Dall'Asta
Keyword(s):  
Braced Frames ◽  
Seismic Behaviour ◽  
Modal Properties

Seismic performance of connections in heavy timber construction

2002 ◽  
Vol 29 (3) ◽  
pp. 389-399 ◽  
Author(s):  
Marjan Popovski ◽  
Helmut G.L Prion ◽  
Erol Karacabeyli
Keyword(s):  
Seismic Performance ◽  
Slenderness Ratio ◽  
Braced Frames ◽  
Cyclic Tests ◽  
Bolted Connections ◽  
Seismic Behaviour ◽  
Design Load ◽  
Timber Construction ◽  
Timber Connections ◽  
Steel Bolts

Results from monotonic and quasi-static cyclic tests on connections used in heavy timber construction are presented for two types of fasteners: steel bolts and glulam rivets. Bolted connections with three different diameter bolts, arranged in several configurations, as well as two different configurations of glulam rivet connections were tested. All configurations included a main glulam member and two steel side plates. For bolted connections, the seismic behaviour was found to be primarily dependent on the bolt slenderness ratio. Bolted connections with higher slenderness ratios (smaller diameter bolts) exhibited more ductile behaviour with considerable steel yielding and wood crushing before failure. Glulam riveted connections, which were designed in rivet failure mode, showed superior seismic performance when compared to bolted connections for similar design load levels. Riveted connections were also able to dissipate the highest amount of input energy before the failure was reached.Key words: timber connections, glulam rivets, bolts, ductility, timber, wood, braced frames, seismic performance, heavy timber construction.

scholarly journals Seismic Behaviour Assessment of Eccentrically Split-X Braced Frames

2019 ◽  
Vol 0 (0) ◽  
pp. 0-0
Author(s):  
Nader Fanaie ◽  
Ramin Sheykhi
Keyword(s):  
Braced Frames ◽  
Seismic Behaviour

scholarly journals Seismic Behaviour of EC8-Compliant Moment Resisting and Concentrically Braced Frames

Buildings ◽  
2019 ◽  
Vol 9 (9) ◽  
pp. 196 ◽  
Author(s):  
Silvia Costanzo ◽  
Roberto Tartaglia ◽  
Gianmaria Di Lorenzo ◽  
Attilio De Martino
Keyword(s):  
Design Procedure ◽  
Eurocode 8 ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Research Activity ◽  
Seismic Behaviour ◽  
Concentrically Braced ◽  
Dynamic Analyses ◽  
Moment Resisting ◽  
Energy Dissipation Capacity

The design procedure codified within current Eurocode 8 for dissipative moment resisting and concentrically braced frames have led to the design of massive systems characterized in the most of cases by poor energy dissipation capacity. The research activity presented in the current paper addresses the identification of the main criticisms and fallacies in the current EN 1998-1 for those seismic-resistant typologies. In this regard, the design provisions and codified rules for both moment resisting frames (MRFs) and chevron concentrically braced frames (CCBFs) are critically discussed and numerically investigated. Static and incremental dynamic analyses were performed on a set of 3 and 6-story frames designed compliant to EN 1998-1. The results from the numerical analyses are reported and discussed.

Design and seismic behaviour of taller eccentrically braced frames

2010 ◽  
Vol 37 (2) ◽  
pp. 195-208 ◽  
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.

A Simplified Seismic Design Method for Limited-Ductility Steel Multi-Tiered Concentrically Braced Frames in Moderate Seismic Regions

2021 ◽  
Author(s):  
Eshagh Derakhshan Houreh ◽  
Ali Imanpour
Keyword(s):  
Design Method ◽  
Design Procedure ◽  
Efficient Design ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Seismic Behaviour ◽  
Analysis And Design ◽  
Concentrically Braced ◽  
Seismic Regions ◽  
Moderate Seismic Regions

Steel Multi-Tiered Concentrically Braced Frames (MT-CBFs) represent a bracing configuration where two or more concentric bracing panels are stacked between the ground and roof levels in tall single-storey buildings. A large proportion of MT-CBFs in Canada are located in low-to-moderate seismic regions (Seismic Category 0 – 3) where Limited Ductility CBFs are often preferred in design. Nevertheless, brace tensile yielding may not occur in all tiers of such frames. Additionally, the analysis and design procedure adopted by the 2019 Canadian steel design standard (CSA S16-19) can become tedious in tall frames with multiple panels. In this paper, the seismic behaviour of Limited Ductility MT-CBFs in moderate seismic regions of Canada is examined to propose a simplified design method. A set of 16 prototype MT-CBFs is designed in accordance with CSA S16-19, excluding the design requirements prescribed for MT-CBF columns. Nonlinear dynamic analyses are then performed to examine their seismic response. Finally, an efficient design method is proposed in the framework of CSA S16-19.

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