Performance of masonry structures during the 1994 Northridge (Los Angeles) earthquake

1995 ◽  
Vol 22 (2) ◽  
pp. 378-402 ◽  
Author(s):  
Michel Bruneau
Keyword(s):  
Los Angeles ◽  
Unreinforced Masonry ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Northridge Earthquake ◽  
Seismic Evaluation ◽  
Masonry Construction ◽  
Reinforced Masonry ◽  
The Impact

The surface magnitude 6.8 Northridge earthquake which struck the Los Angeles area on January 17, 1994, damaged a large number of engineered buildings, of nearly all construction types. As earthquakes of at least similar strength are expected to occur in most of eastern and western Canada, the study of the effects of this earthquake is of particular significance to Canada. This paper, as part of a concerted multi-paper reporting effort, concentrates on the damage suffered by masonry buildings during this earthquake, and explains why the various types of observed failures occurred. The seismic performance of all masonry construction similar to that commonly found in Canada is reviewed, but a particular emphasis is placed on providing an overview of damage to unreinforced masonry structures which had been rehabilitated before this earthquake. To provide a better appreciation of the impact of this earthquake on masonry buildings, and a better assessment of the engineering significance of their damage in a Canadian perspective, this paper first reviews the evolution of building code requirements for unreinforced masonry buildings up to the seismic retrofit ordinances enacted prior to this earthquake. Examples of various damage types, as observed by the author during his reconnaissance visit to the stricken area, are then presented, along with technically substantiated descriptions of the causes for this damage, and cross-references to relevant clauses from Canadian standards and codes, as well as the recently published Canadian Guidelines for the Seismic Evaluation of Existing Buildings, whenever appropriate. Key words: earthquake, unreinforced masonry, seismic rehabilitation, retrofit, retrofitted masonry building, reinforced masonry, buildings, failure, collapse, heritage buildings.

Damage to masonry buildings caused by the 1995 Hyogo-ken Nanbu (Kobe, Japan) earthquake

1996 ◽  
Vol 23 (3) ◽  
pp. 797-807 ◽  
Author(s):  
Michel Bruneau ◽  
Koji Yoshimura
Keyword(s):  
Unreinforced Masonry ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Design Codes ◽  
Epicentral Area ◽  
The Past ◽  
Masonry Construction ◽  
Kobe Earthquake ◽  
Reinforced Masonry ◽  
A Minor

The seismic performance of the few masonry structures present in the Kobe area and subjected to the severe Hyogo-ken Nanbu earthquake is a minor concern when compared to the overwhelming damage suffered by other types of structures. However, in order to dispel the myth that masonry structures are nonexistent in Japan as well as a few other misconceptions, and for the sake of completeness within the concerted multipaper reporting effort on the Hyogo-ken Nanbu (Kobe) earthquake by the Canadian reconnaissance team which visited the epicentral area of this earthquake, a brief description of the past and present state of masonry construction in Japan is first presented, followed by a short description of the damage to unreinforced masonry buildings, masonry garden-walls, and nonstructural masonry elements, as observed by the authors during their visits to the Kobe area. Key words: earthquake, seismic, masonry, buildings, bearing walls, unreinforced masonry, reinforced masonry, failures, design codes.

Investigation and Analysis on Seismic Damage of Masonry Buildings Subjected to Wenchuan Ms=8.0 Earthquake

2010 ◽  
Vol 452-453 ◽  
pp. 105-108 ◽  
Author(s):  
Hong Fu Chen ◽  
Bai Tao Sun
Keyword(s):  
Seismic Design ◽  
Concrete Slab ◽  
Seismic Damage ◽  
Impact Factors ◽  
Economic Losses ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Seismic Design Code ◽  
The Impact ◽  
Wenchuan Ms 8.0 Earthquake

During Wenchuan Ms 8.0 earthquake, masonry buildings have suffered severely damaged and collapsed, causing heavy casualties and huge economic losses. In this paper, based on seismic site survey data, some new phenomena and characteristics of earthquake damage in comparison with the 1976 Tangshan earthquake, such as seismic damage of large space buildings, inclined or “X” shaped crack in wall between windows or spandrel wall, stair damage, falling of precast reinforced concrete slab and horizontal crack at the bottom of structure, are discussed in detail. Then, the impact factors of seismic capacity of masonry building in Wenchuan earthquake, including construction age, seismic fortification, bay size, floor (roof) form, layer number, thickness of bearing wall are analyzed, respectively; Finally, some recommendations on seismic design and reconstruction of masonry structure by the seismic design code are proposed.

Performance of lifelines during the 1994 Northridge earthquake

1995 ◽  
Vol 22 (2) ◽  
pp. 438-451 ◽  
Author(s):  
David L. Lau ◽  
Alex Tang ◽  
Jean-Robert Pierre
Keyword(s):  
Los Angeles ◽  
Electric Power ◽  
System Performance ◽  
Water Distribution ◽  
Lessons Learned ◽  
Northridge Earthquake ◽  
Epicentral Area ◽  
Lifeline Systems ◽  
Earthquake Damages ◽  
The Impact

Lifelines are essential infrastructures and facilities that are considered vital to the rescue effort and recovery of the affected community in the event of a natural disaster or emergency. The lifeline systems in a densely populated area, such as the Los Angeles basin, are very complex. The Northridge earthquake, which occurred in southern California on January 17, 1994, caused extensive damage to many of these lifeline facilities in the epicentral area. Effects of the damages were felt not only in the vicinity area of the earthquake but also in areas far from the earthquake site. This paper describes the earthquake damage to and performance of gas and water distribution and electric power and telecommunication systems. The impact of these failures on the overall system performance are presented. The significance and effect of the interdependency of life systems in an integrated urban environment are discussed. Lessons learned on system performance, seismic risk, and reliability of lifeline systems from the Canadian perspective are presented. Key words: earthquake damages, electric power, gas, lifelines, performance, risk, telecommunication, water.

The Whittier Narrows, California Earthquake of October 1, 1987—Preliminary Evaluation of the Performance of Strengthened Unreinforced Masonry Buildings

1988 ◽  
Vol 4 (1) ◽  
pp. 197-212 ◽  
Author(s):  
T. A. Moore ◽  
J. H. Kobzeff ◽  
J. Diri ◽  
C. Arnold
Keyword(s):  
Los Angeles ◽  
Case Studies ◽  
Unreinforced Masonry ◽  
Preliminary Evaluation ◽  
Masonry Buildings ◽  
Plane Shear ◽  
Hazard Reduction ◽  
Out Of Plane ◽  
Shear Failures ◽  
Bending Failure

This report presents preliminary case studies of the performance of selected unreinforced masonry buildings during the Whittier Narrows Earthquakes. Attention is focused on buildings located in the downtown Los Angeles area which have been rehabilitated to conform with the Los Angeles hazard reduction Ordinance. There was no life loss or major injuries attributed to the response of unreinforced masonry buildings to the earthquakes. However, there was a significant number of both rehabilitated and non-strengthened buildings for which masonry peeled off upper story walls. This was mainly due to separation of the outer whythe of brick, or out-of-plane bending failure, and/or in-plane shear failures of wall piers, particularly at building corners. The falling bricks associated with these failures did present an injury hazard so it is important to investigate economical measures to minimize these hazards in future earthquakes.

Testing of Masonry Structures for Seismic Assessment

1996 ◽  
Vol 12 (1) ◽  
pp. 145-162 ◽  
Author(s):  
G. Michele Calvi ◽  
Gregory R. Kingsley ◽  
Guido Magenes
Keyword(s):  
Energy Dissipation ◽  
Experimental Evaluation ◽  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Experimental Techniques ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Seismic Loadings ◽  
Energy Dissipation Capacity ◽  
Reduced Scale

The experimental evaluation of strength, deformability, and energy dissipation capacity of unreinforced masonry buildings subjected to seismic loadings presents unique and complex problems, both for laboratory and field evaluations. The paper addresses these problems, focusing on the relative merits and roles of several experimental techniques, including quasistatic, dynamic, and pseudodynamic loadings at full and reduced scale.

The Whittier Narrows, California Earthquake of October 1, 1987—Masonry Building Performance Survey

1988 ◽  
Vol 4 (1) ◽  
pp. 181-196 ◽  
Author(s):  
G. C. Hart ◽  
J. Kariotis ◽  
J. L. Noland
Keyword(s):  
Earthquake Response ◽  
Building Performance ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Reinforced Masonry ◽  
Survey Results

The observed earthquake response of unreinforced and reinforced masonry buildings during the October 1 and 4, 1987 Whittier Narrows Earthquakes was documented in a comprehensive building survey. This paper describes the extent of the survey, the type of data collected and a preliminary summary of some survey results.

scholarly journals Seismic vulnerability of traditional masonry building a case study of Byasi, Bhaktapur

2017 ◽  
Vol 4 ◽  
pp. 24-30
Author(s):  
Shyam Sundar Basukala ◽  
Prem Nath Maskey
Keyword(s):  
Seismic Vulnerability ◽  
Linear Time ◽  
Fragility Curves ◽  
Time History ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Rapid Visual Screening ◽  
Visual Screening

Historic buildings of Nepal are mainly constructed from masonry structure. Since masonry structures are weak in tension which leads to the failure of structure. So, to avoid possible damage in environment lives and property it is urgent to conduct vulnerability assessments. Seismic vulnerability of historic masonry buildings constructed in Bhaktapur at Byasi area is carried out for the case study. Five load bearing masonry buildings were selected out of 147 buildings considering opening percentage, storey and type of floor for modeling in SAP 2000 V10 Various methods of rapid visual screening (FEMA 154, EMS 98) are used to determine the vulnerability of the selected building. The Selected Building response is carried out by linear time history analysis. The seismic vulnerability of masonry structures is determined in terms of fragility curves which represent the probability of failure or damage due to various levels of strong ground motions for different damage state slight, moderate, extensive and collapse. From the result of Rapid Visual Screening (RVS) and Fragility curves of the buildings it is found that whole, buildings are found vulnerable from future earthquake.

Implications of cumulated seismic damage on the seismic performance of unreinforced masonry buildings

2014 ◽  
Vol 47 (2) ◽  
pp. 157-170 ◽  
Author(s):  
Amaryllis Mouyiannou ◽  
Andrea Penna ◽  
Maria Rota ◽  
Francesco Graziotti ◽  
Guido Magenes
Keyword(s):  
Nonlinear Dynamic ◽  
Fragility Curves ◽  
Seismic Damage ◽  
Unreinforced Masonry ◽  
Masonry Building ◽  
Masonry Buildings ◽  
Seismic Capacity ◽  
Building Stock ◽  
Dynamic Analyses ◽  
Nonlinear Dynamic Analyses

The seismic capacity of a structure is a function of the characteristics of the system as well as of its state, which is mainly affected by previous damage and deterioration. The cumulative damage from repeated shocks (for example during a seismic sequence or due to multiple events affecting an unrepaired building stock) affects the vulnerability of masonry buildings for subsequent events. This paper proposes an analytical methodology for the derivation of state-dependent fragility curves, taking into account cumulated seismic damage, whilst neglecting possible ageing effects. The methodology is based on nonlinear dynamic analyses of an equivalent single degree of freedom system, properly calibrated to reproduce the static and dynamic behaviour of the structure. An application of the proposed methodology to an unreinforced masonry case study building is also presented. The effect of cumulated damage on the seismic response of this prototype masonry building is further studied by means of nonlinear dynamic analyses with the accelerograms recorded during a real earthquake sequence that occurred in Canterbury (New Zealand) between 2010 and 2012.

scholarly journals SEISMIC EVALUATION OF EXISTING BUILDINGS ACCORDING TO DOCUMENT FEMA 310

2018 ◽  
Vol 13 (1) ◽  
Author(s):  
Marina Latinović
Keyword(s):  
Evaluation Process ◽  
Seismic Resistance ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Existing Buildings ◽  
Seismic Evaluation ◽  
Building Type ◽  
Second Tier

In this paper, the principle of application of the FEMA310 document for seismic evaluation of existing buildings is briefly illustrated, for any building type, and examples of evaluation are given for the first and second tier of evaluation process, for two types of masonry structures. The application of this document at tier one and tier two of the evaluation process is a conservative, simplified way of determining seismic resistance, based on many experiential data and including the most important parameters of buildings that can affect seismic resistance. Instructions given by FEMA310 are easy to apply, but are adapted to US standards. Two examples for evaluation of masonry buildings on first and second tier of evaluation are given, for masonry buildings with rigid and flexible diaphragmas.

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