Seismic Drift Demand and Capacity of Non-seismically Designed Concrete Buildings in Hong Kong
Author: R.K.L. Su;N.T.K. Lam;H.H. Tsang | Size: 262 KB | Format:PDF | Quality:Unspecified | Publisher: EJSE Special Issue: Earthquake Engineering in the low and moderate seismic regions of Southeast Asia and Australia (2008) | Year: 2008 | pages: 12
ABSTRACT: This paper reviews the seismic engineering research conducted in Hong Kong with special
emphasis on the prediction of the seismic drift demand and capacity of existing buildings which have not been
designed and detailed to address potential seismic hazards. The paper begins with a comprehensive summary
of the local construction and detailing practice of concrete structures, followed by a summary of the drift ratio
capacity, ductility capacity, stiffness variation and non-linear damping properties of the non-seismically designed
reinforced concrete components. Seismic design response spectra for rock sites developed from Chinese
Code GB50011-2001 are compared with the uniform hazard response spectra developed at the University
of Hong Kong. The over-conservatism of the Chinese Code particularly in the long period range (T > 2 sec)
is highlighted. A direct displacement based method used for the prediction of the maximum drift demands of
existing buildings in Hong Kong is also introduced. Phenomena such as stiffness degradation, period shifting,
non-linear damping and higher mode effects have been incorporated into the modelling. Lastly, the predicted
maximum inter-storey drift demand of 0.3% is compared with the minimum ultimate drift capacity of approximately
1.5%. The capacity predictions were based on results from experimental cyclic load testings of
concrete sub-assemblages undertaken in Hong Kong in recent times. The potential risk of damage in Hong
Kong buildings under seismic attacks is discussed.
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1 BUILDING PERFORMANCE IN THE BOUMERDES, ALGERIA, EARTHQUAKE OF MAY 21, 2003
Author: Svetlana Brzev British Columbia Institute of Technology, Burnaby, | Size: 1.1 MB | Format:PDF | Quality:Unspecified | Year: 2003 | pages: 13
Algeria, a gateway between Europe and Africa, is located in Northern Africa. The Sahara desert covers over 80% of the country’s territory. A narrow northern zone is dominated by the Atlas mountain chain. The population of Algeria is over 30 million – most of the population lives in the northern part of the country. The capital city Algiers (including the suburbs) has the population of around 3.5 million. Algeria was under the French rule from 1830 to 1962, and prior to that under the Turkish rule for 300 years. With regards to the seismotectonic setting, the northern part of Algeria is located at the margin
between the north moving African plate and the Eurasian plate, creating a zone of compression,
which manifests itself by a series of thrust and normal faults that have been mapped in the area.
This region has a rich history of seismicity and had experienced many destructive earthquakes in the past (see Fig.1). According to the historic records, the capital Algiers was completely destroyed by a major earthquake in 1365; there are also reports of earthquakes that struck Northern Algeria in 1887, 1910, 1922, and 1934. On October 10, 1980, the city of El Asnam (formerly Orleansville and today Ech-Cheliff) was severely damaged by a magnitude 7.1 earthquake that killed at least 3000 people (El Asnam is situated approximately 220 km to the west of the May 21, 2003 earthquake). The same city, as Orleansville, had been heavily damaged on September 9, 1954, by a magnitude 6.7 earthquake that killed over 1000 people. Five other damaging earthquakes (of magnitude 5.4 or higher) were reported in the country in the period
from 1989 to 2000.
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INFLUENCE OF MASONRY INFILL WALLS AND OTHER B UILDING CHARACTERISTICS ON SEIS MIC COLLAPSE OF CONCRETE FRAME BUILDINGS
Author: SIAMAK SATTAR B.S ., Azad University of Najafa bad, Iran, 2004 M.S ., Mazandaran University of Science and Technology, Iran , 2007 M. S ., University of Colorado Boulder | Size: 5.2 MB | Format:PDF | Quality:Unspecified | Year: 2013 | pages: 225
Reinforced concrete frame buildings with masonry infill walls have been built all around the world, specifically in the high seismic regions in US. Observations from past earthquakes
show that these buildings can endanger the life of their occupants and lead to significant damage and loss. Masonry infilled frames built before the development of new seismic regulations are more susceptible to collapse given an earthquake event. These vulnerable buildings are known as non-ductile concrete frames. Therefore, there is a need for a comprehensive collapse assessment of these buildings in order to limit the loss in regions with masonry infilled frame buildings.
The main component of this research involves assessing the collapse performance of masonry infilled, non-ductile, reinforced concrete frames in the Performance Based Earthquake
Engineering (PBEE) framework. To pursue this goal, this study first develops a new multi-scale modeling approach to simulate the response of masonry infilled frames up to the point of
collapse. In this approach, a macro (strut) model of the structure is developed from the response extracted from a micro (finite element) model specific to the infill and frame configuration of interest. The macro model takes advantage of the accuracy of the micro model, yet is computationally efficient for use in seismic performance assessments requiring repeated nonlinear dynamic analyses. The robustness of the proposed multi-scale modeling approach is examined through comparison with selected experimental results.
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A welded steel moment-frame building is used to assess performancebased engineering guidelines. The full-scale four-story building was shaken to collapse on the E-Defense shake table in Japan. The collapse mode was a side-sway mechanism in the first story, which occurred in spite of a strongcolumn and weak-beam design. Computer analyses were conducted to simulate the building response during the experiment. The building was then evaluated using the Seismic Rehabilitation of Existing Buildings (ASCE-41) and Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings (FEMA-351) for the collapse prevention performance level via linear and nonlinear procedures. The guidelines had mixed results regarding the characterization of collapse, and no single approach was superior. They mostly erred on the safe side by predicting collapse at shaking intensities less than that in the experiment. Recommendations are made for guideline improvements.
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Seismic collapse analysis on core-outrigger structures
Author: F.F. Sun, R.X. Ge & J.M. Xu | Size: 1.1 MB | Format:PDF | Quality:Unspecified | Publisher: Dept. Of Building Engineering, College of Civil Engineering Tongji University, Shanghai, China | pages: 18
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Seismic Induced Global Collapse of Non-deteriorating Frame Structures
Author: Christoph Adam and Clemens J ̈ ager | Size: 784 KB | Format:PDF | Quality:Unspecified | Publisher: University of Innsbruck, Department of Civil Engineering Sciences, 6020 Innsbruck, Austria | pages: 20
Abstract In a severe seismic event the destabilizing effect of gravity loads, i.e. the P-delta effect, may be the primary trigger for global collapse of quite flexible structures exhibiting large inelastic deformations. This article deals with seismic
induced global collapse of multi-story frame structures with non-deteriorating material properties, which are vulnerable to the P-delta effect. In particular, the excitation intensity for P-delta induced structural collapse, which is referred to as collapse capacity, is evaluated. The initial assessment of the structural vulnerability to P-delta effects is based on pushover analyses. More detailed information about the collapse capacity renders Incremental Dynamic Analyses involving a set of recorded ground motions. In a simplified approach equivalent single-degree-of-freedom systems and collapse capacity spectra are utilized to predict the seismic collapse capacity of regular multi-story frame structures.
Design objectives and collapse prevention for building structures in mega-earthquake
Author: Ye Lieping, , Lu Xinzheng1,2‡ and Li Yi | Size: 11 MB | Format:PDF | Quality:Unspecified | Publisher: EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION June, 2010 | Year: 2010 | pages: 11
A “mega-earthquake” is one with an intensity larger than the most severe earthquake intensity category currently considered in design codes. For a “mega-earthquake,” the design objective of a given structure is to “preserve living spaces for people in the buildings.” In this paper, factors that may infl uence the collapse resistance of RC frames in a megaearthquake are analyzed based on seismic damage observed in the 2008 Wenchuan earthquake. Methodologies to improve structural collapse resistance focus on three aspects: global strength margin, global redundancy and global integration of the structural system. Fundamental principles and design concepts for collapse prevention under a mega-earthquake are proposed, and issues that need further research are identifi ed.
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Seismic collapse of reinfo rced concrete towers at Royal Palm Resort, Guam, USA
Author: B Ross, Exponent Failure Analysis Associates, USA J Osteraas, Exponent Failure Analysis Associates, USA G Luth, Exponent Failure Analysis Associates, USA P Moncarz, Exponent Failure Analysis Associates, USA Y Bozorgnia, Exponent Failure Analysis Associates, USA | Size: 1.3 MB | Format:PDF | Quality:Unspecified | Publisher: 25th Conference on OUR WORLD IN CONCRETE & STRUCTURES: 23 - 24 August 2000, Singapore | Year: 2000 | pages: 16
Structural damage and partial collapse of a 12-story hotel building in Tumon Bay, Guam, USA, caused by the August 1993 earthquake was investigated. Site reconnaissance, damage assessment, review of project specific documentation, detailed finite element modeling of structural components, analysis of globalbb structural response and progressive collapse studies were performed. Collapse was due to a fundamental design flaw; specifically architectural walls solidly locked into
the structural frame drastically altered response of the structure to earthquakebloading. Rather than dissipating earthquake loads throughout the building, the
design created a "soft story", which attracted and concentrated seismic energy in the
second floor columns.
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