scholarly journals Performance of steel structures during the 1994 Northridge earthquake

1995 ◽  
Vol 22 (2) ◽  
pp. 338-360 ◽  
Author(s):  
Robert Tremblay ◽  
André Filiatrault ◽  
Peter Timler ◽  
Michel Bruneau
Keyword(s):  
Current Knowledge ◽  
Steel Frames ◽  
Steel Structures ◽  
Northridge Earthquake ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Load Paths ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
Observed Damage

The performance of concentrically braced steel frames and moment resisting steel frames during the January 17, 1994, Northridge, California, earthquake is examined. Most of the observations made during the reconnaissance visits confirmed the current knowledge on the inelastic response of these structural systems. This permits the anticipation of proper seismic behavior for buildings designed according to the seismic provisions that have been recently introduced in the Canadian building code and standard for steel structures. In some cases, however, the observed damage raised concerns that should be addressed in future investigations or next editions of these codes. Preventing potentially hazardous nonstructural damage, avoiding premature nonductile failures anywhere along the lateral load paths, limiting structural and nonstructural damage due to brace buckling, and accounting for the vertical ground motion are among those issues. Key words: earthquake, seismic, steel, concentrically braced frames, moment resisting frames, weld.

Seismic design of steel buildings: lessons from the 1995 Hyogo-ken Nanbu earthquake

1996 ◽  
Vol 23 (3) ◽  
pp. 727-756 ◽  
Author(s):  
Robert Tremblay ◽  
Andre Filiatrault ◽  
Michel Bruneau ◽  
Masayoshi Nakashima ◽  
Helmut G. L. Prion ◽  
...  
Keyword(s):  
Seismic Design ◽  
Steel Structures ◽  
Structural Systems ◽  
Braced Frames ◽  
Steel Buildings ◽  
Concentrically Braced Frames ◽  
Framed Structures ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
Column Bases

Past and current seismic design provisions for steel structures in Japan are presented and compared with Canadian requirements. The performance of steel framed structures during the January 17, 1995, Hyogo-ken Nanbu earthquake is described. Numerous failures and examples of inadequate behaviour could be observed in buildings of various ages, sizes, and heights, and braced with different structural systems. In moment resisting frames, the damage included failures of beams, columns, beam-to-column connections, and column bases. Fracture of bracing members or their connections was found in concentrically braced frames. The adequacy of the current Canadian seismic design provisions is examined in view of the observations made. Key words: earthquake, seismic design, steel structures.

Steel structures damage from the Christchurch earthquake series of 2010 and 2011

2011 ◽  
Vol 44 (4) ◽  
pp. 297-318 ◽  
Author(s):  
Charles Clifton ◽  
Michel Bruneau ◽  
Greg MacRae ◽  
Roberto Leon ◽  
Alistair Fussell
Keyword(s):  
Steel Structures ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Eccentrically Braced Frames ◽  
Satisfactory Performance ◽  
Concentrically Braced ◽  
Earthquake Series ◽  
Moment Resisting ◽  
Industrial Storage ◽  
Storage Racks

This paper presents preliminary field observations on the performance of selected steel structures in Christchurch during the earthquake series of 2010 to 2011. This comprises 6 damaging earthquakes, on 4 September and 26 December 2010, February 22, June 6 and two on June 13, 2011. Most notable of these was the 4 September event, at Ms7.1 and MM7 (MM as observed in the Christchurch CBD) and most intense was the 22 February event at Ms6.3 and MM9-10 within the CBD. Focus is on performance of concentrically braced frames, eccentrically braced frames, moment resisting frames and industrial storage racks. With a few notable exceptions, steel structures performed well during this earthquake series, to the extent that inelastic deformations were less than what would have been expected given the severity of the recorded strong motions. Some hypotheses are formulated to explain this satisfactory performance.

scholarly journals On California Structural Steel Seismic Design

1986 ◽  
Vol 2 (4) ◽  
pp. 703-727 ◽  
Author(s):  
Egor P. Popov
Keyword(s):  
Structural Steel ◽  
Seismic Design ◽  
Steel Frames ◽  
Steel Structures ◽  
Concentrically Braced Frames ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
The Usa ◽  
Major Attention ◽  
Eccentric Bracing

A number of new code developments, largely initiated in California, are taking place in the USA for the seismic design of steel structures. The principal ones are reviewed and commented upon in the paper. Key experimental support for some of the changes is indicated. Major attention is directed to the three main types of steel construction: moment-resisting frames, concentrically braced steel frames, and, the relatively new method for seismic design, eccentric bracing. Some of the proposed and possible practical improvements in moment-resisting connections are given; the reasons for some concern over the use of concentrically braced frames for severe seismic applications are discussed; and a brief overview on the application of eccentrically braced steel frames is presented. The paper concludes with a few remarks on future trends and needs in structural steel seismic design.

scholarly journals On California structural steel seismic design

1987 ◽  
Vol 20 (1) ◽  
pp. 7-21
Author(s):  
Egor P. Popov
Keyword(s):  
Structural Steel ◽  
Seismic Design ◽  
Steel Frames ◽  
Steel Structures ◽  
Concentrically Braced Frames ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
The Usa ◽  
Major Attention ◽  
Eccentric Bracing

A number of new code developments, largely initiated in California, are taking place in the USA for the seismic design of steel structures. 
The principal ones are reviewed and commented upon in the paper. Key experimental support for some of the changes is indicated. Major attention is directed to the three main types of steel construction: moment resisting frames, concentrically braced steel frames, and, the relatively new method for seismic design, eccentric bracing. Some of the proposed and possible practical improvements in moment-resisting connections are given: the reasons for some concern over the use of concentrically braced frames for severe seismic applications are discussed; and a brief overview on the application of eccentrically braced steel frames is presented. The paper concludes with a few remarks on future trends and needs in structural
steel seismic design.

Earthquake resistant design of concentrically braced steel frames

1991 ◽  
Vol 18 (5) ◽  
pp. 839-850 ◽  
Author(s):  
R. G. Redwood ◽  
V. S. Channagiri
Keyword(s):  
Structural Engineering ◽  
Steel Structures ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Earthquake Resistant Design ◽  
Earthquake Resistant ◽  
Concentrically Braced ◽  
Engineering Steel ◽  
The Impact

New provisions of the CSA standard for steel structures (CAN/CSA-S16.1-M89) dealing with detailing of concentrically braced frames for seismic design are described and related to requirements of the National Building Code of Canada. The basis of the new requirements is outlined, and an example eight-storey frame is used to outline a methodology for the design process for a ductile braced frame and to illustrate the impact of the provisions. Key words: design, structural engineering, steel, earthquakes, braced frame, standards.

Code provisions for seismic design for concentrically braced steel frames

1992 ◽  
Vol 19 (6) ◽  
pp. 1025-1031 ◽  
Author(s):  
R. G. Redwood ◽  
A. K. Jain
Keyword(s):  
Seismic Design ◽  
Structural Engineering ◽  
Steel Frames ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Concentrically Braced ◽  
Interstorey Drift ◽  
Available Information ◽  
Steel Braced Frame

Extensive research into the inelastic seismic response of concentrically braced frames and their components has been carried out in the last two decades. This knowledge has now been incorporated into seismic design practice in several countries, notably the U.S.A., Canada, and New Zealand. In this paper, design specifications from these three countries, which derive largely from the same body of research, are compared. The basic design philosophy for concentrically braced steel frames, loading, and member detailing are examined. It is concluded that, in general, the Canadian specifications are in conformity with the available information and have many similar features to codes of the other countries. Significant differences exist in the classification of braced frames, between interstorey drift requirements, in the treatment of dual structural systems, and to a lesser extent in member detailing requirements. Some features of Canadian codes meriting review are identified. Key words: structural engineering, earthquakes, standards, steel, braced frame, ductility, concentric bracing, dual system.

EXPERIMENTAL STUDY OF INNOVATIVE COMPOSITE BUCKLING-RESTRAINED FUSE FOR CONCENTRICALLY BRACED FRAMES UNDER CYCLIC LOAD

2018 ◽  
Vol 5 (2) ◽  
Author(s):  
Masoud Mohammadi ◽  
Mohammad Ali Kafi ◽  
Ali Kheyroddin ◽  
Hamid Reza Ronagh
Keyword(s):  
Cyclic Load ◽  
Lateral Displacement ◽  
Steel Structures ◽  
High Energy ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Concentrically Braced ◽  
Hysteretic Damper ◽  
High Energy Absorption ◽  
Thin Steel Plate

Concentrically Braced Frames (CBFs) are among the most commonly used lateral resisting systems utilized in the construction of steel structures due to their rigidity, low lateral displacement and ease of implementation. However, the lack of ductility due to the buckling that occurs in the bracing elements before yielding is their main disadvantage. This study presents an innovative Composite Buckling Restrained Fuse (CBRF) to be used as a bracing segment in concentrically braced frames that improves the ductility and eliminates premature buckling. The proposed CBRF with relatively small dimensions is a hysteretic damper consisting of thin steel plate core and extra tensile elements embedded in a composite encasement. Two CBRF samples are designed and tested experimentally. The results indicate that the proposed structural fuse has a ductile behaviour with high energy absorption and sufficient strength along with a reasonably stable hysteretic response under cyclic load.

scholarly journals A Comparative Study on the Behavior of Steel Moment-Resisting Frames with Different Bracing Systems Based on a Response-Based Damage Index

2018 ◽  
Vol 4 (6) ◽  
pp. 1354 ◽  
Author(s):  
Kamran Karsaz ◽  
Seyed Vahid Razavi Tosee
Keyword(s):  
Damage Index ◽  
Steel Structures ◽  
Braced Frames ◽  
Initial Stiffness ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Under Five ◽  
Seismic Rehabilitation ◽  
Moment Resisting Frames ◽  
Moment Resisting

Seismic rehabilitation of existing buildings is one of the most effective ways to reduce damages under destructive earthquakes. The use of bracings is one of techniques for seismic rehabilitation of steel structures. In this study we aimed to investigate the seismic performance of three 5, 10 and 15-storey steel structures with moment-resisting frames designed three dimensionally in ETABS 2015 application based on first edition of Iranian Standard 2800. Their damage under five ground motions was evaluated using response-based damage model proposed by Ghobara et al. (1999). Then, the structures were rehabilitated with different bracing systems (X, eccentric and concentric V and inverted-V) and, again, their damage under five earthquakes were evaluated and compared with those of moment resisting frames. The pushover analysis results indicated that X-braced frame was the least ductile system but had highest initial stiffness and yield stress. In low-rise building, X-braced frames showed better performance among studied bracing systems compared to moment resisting frames, while mid and high-rise buildings with eccentrically braced  frame (EBF) showed the best behavior against earthquakes with the least damage. Moreover, it was found out that EBFs’ performance increases by increasing storey height, but for concentrically braced frames (CBFs) it was decreased. We concluded that the use of response-based damage models can be a suitable procedure for estimating the vulnerability of steel structures rehabilitated with bracing system.

Preliminary report on steel building damage from the Darfield earthquake of September 4, 2010

2010 ◽  
Vol 43 (4) ◽  
pp. 351-359 ◽  
Author(s):  
Michel Bruneau ◽  
Myrto Anagnostopoulou ◽  
Greg MacRae ◽  
Charles Clifton ◽  
Alistair Fussell
Keyword(s):  
Preliminary Report ◽  
Steel Structures ◽  
Building Damage ◽  
Braced Frames ◽  
Concentrically Braced Frames ◽  
Seismic Demands ◽  
Eccentrically Braced Frames ◽  
Concentrically Braced ◽  
Steel Building ◽  
Steel Tanks

This paper presents preliminary findings based on the performance of various steel structures during the Darfield earthquake of September 4, 2010, including concentrically braced frames, eccentrically braced frames, steel tanks, and steel houses. With a few exceptions, steel structures performed well during this earthquake, but much of this is attributed to the fact that seismic demands from the Darfield earthquake were generally lower than considered in their design.

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.

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