The prevailing Italian and Greek methodologies for seismic risk assessment are used herein to construct loss scenarios for the building stock
of a small city (Potenza, Southern Italy). The inventory of buildings of interest is obtained from a survey carried out after the 1990 earthquake that
struck Potenza and its hinterland, subsequently updated in 1999. About 12,000 buildings were surveyed in Potenza, using the Italian first level
survey form for damage and vulnerability evaluation. In the Italian methodology, a hybrid technique is set up to evaluate vulnerability, combining
an analysis of building typologies with expert judgement. The probabilistic distribution of damage is evaluated by assigning Damage Probability
Matrices (DPMs) from the literature. Besides the vulnerability classes A, B and C of the MSK-scale, the class D of the anti-seismic buildings
is considered and the relevant DPM is defined. Damage and economic loss scenarios relevant to dwelling buildings are constructed for three
reference earthquakes. Next, the hybrid methodology for seismic vulnerability assessment of reinforced concrete (R/C) and masonry buildings
developed at the University of Thessaloniki (Greece) is applied to the same building stock. The methodology combines available statistical data of
damage collected after past earthquakes with a systematic nonlinear analysis of various “model buildings”, representative of several vulnerability
classes. Similarities, as well as discrepancies, between the two methods are discussed in the light of the obtained results, and possible sources for
the discrepancies are suggested
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Posted by: ak_civil85 - 04-28-2014, 02:33 AM - Forum: Archive
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B. Fournier, P.-C. Nkinamubanzi, R. Chevrier, "Comparative field and
laboratory investigations on the use of supplementary cementing materials to control alkali–silica reaction in concrete", in: Tang Mingshu, Deng Min (Eds.), Proc. 12th Int. Conf. Alkali-Aggregate Reaction in Concrete, vol. 1, International Academic Publishers/World Publishing Corporation, Beijing, 2004, pp. 528–537.
EN 1998: EUROCODE 8 DESIGN OF STRUCTURES FOR EARTHQUAKE RESISTANCE
Author: M.N. Fardis Department of Civil Engineering, University of Patras, G | Size: 4.9 KB | Format:PDF | Quality:Unspecified | pages: 214
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Seismic Evaluation a nd Retrofitting of RC Building b y Using Energy Dissipating Devices
Author: S. I. Khan , Prof. P. O. Modani | Size: 738 KB | Format:PDF | Quality:Unspecified | Publisher: International Journal of Engineering Research and Applications (IJERA)Vol. 3, Issue 3, May-Jun 2013, pp.1504-1514 | Year: 2013 | pages: 11
The Buildings, which appeared to be
strong enough, may crumble like houses of cards
during earthquake and deficiencies may be
exposed. Experience gain from the recent
earthquake of Bhuj, 2001 demonstrates that the
most of buildings collapsed were found deficient to
meet out the requirements of the present day
codes. In last decade, four devastating
earthquakes of world have been occurred in India,
and low to mild intensities earthquakes are
shaking our land frequently. It has raised the
questions about the adequacy of framed
structures to resist strong motions, since many
buildings suffered great damage or collapsed.
Under such circumstances, seismic qualification of
existing buildings has become extremely
important. Seismic qualification eventually leads
to retrofitting of the deficient structures
In the proposed investigation a
performance based evaluation and retrofit of an
existing hostel building in Babasaheb Naik College
of Engineering, Pusad. Built in 1987, the subject
hostel building is a four-story, rectangular
structure. A nonlinear static pushover analysis
using the displacement coefficient method, as
described in FEMA 356, is used to evaluate the
seismic performance of the existing building. A
seismic retrofit using energy dissipating device
based on pushover analysis is proposed for the
life-safety target performance of the existing
building.
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PRELIMINARY REPORT O N STEEL BUILDING DAM AGE FROM THE DARFIELD EARTHQUAKE OF SEPTEMBER 4, 2010
Author: Michel Bruneau , Myrto Anagnostopoulou , Greg MacRae , Charles Clifton and Alistair Fussell | Size: 1.6 MB | Format:PDF | Quality:Unspecified | Publisher: BULLETIN OF THE NEW ZEALAND SOCIETY FOR EARTHQUAKE ENGINEERING, Vol. 43, No. 4, December 2010 | pages: 9
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.
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SEISMIC ANALYSIS OF RETAINING WALLS, BURIED STRUCTURES, EMBANKMENTS, AND INTEGRAL ABUTMENTS
Author: usam Najm, Assistant Professor Suhail Albhaisi, Graduate Research Assistant Hani Nassif, Associate Professor Parham Khoshkbari, Graduate Research Assistant Nenad Gucunski, Professor | Size: 3.1 MB | Format:PDF | Quality:Unspecified | Publisher: Dept. of Civil & Environmental Engineering Center for Advanced Infrastructure & Transportation (CAIT) Rutgers, The State University | Year: 2005 | pages: 160
In 1998, the National Cooperative Highway Research Program (NCHRP) initiated a project to develop a new set of seismic design provisions for highway bridges intended to be compatible with the AASHTO LRFD Specifications (1) . This project, designated 12-49, was conducted by a joint venture of the Applied Technology Council (ATC) and the Multidisciplinary Center for Earthquake Engineering Research (MCEER). This research project was needed to reflect the experience gained during recent damaging earthquakes, as well as the results of research work conducted in the United States, Japan, and other countries over the last decade (2) . Recommended LRFD Guidelines for the Seismic Design of Highway Bridges (3) were based on NCHRP Project 12-49. The purpose of the new NCHRP 12-49 provisions is to provide seismic design guidelines and performance objectives for bridges in order to ensure the safety of the public, and to minimize structural and non-structural damage. In recent years, several major bridges have collapsed and others have sustained significant damage during earthquakes (2) . The NCHRP 12-49 guidelines adopted the MCE (maximum considered earthquake or 2 percent PE on 50 years) as an upper level event for collapseprevention and adopted the EXP (expected) earthquake (50 percent in 75 years) as a lower level event for which the structure essentially remains elastic. These changes in the newly recommended guidelines will have a major impact on seismic design of bridges in the Eastern United States. Several states, including New Jersey, are evaluating the impact of these changes on their local, state, and federal bridges. In addition, soil amplification factors Fa and Fv have increased dramatically for soft soils, especially when subject to small ground motions. These factors are not site-specific to the Eastern United States and were based on soils and earthquake records predominantly in the Western United States (See references 3,4,5, and 7) . These factors may vary for different soils, geographic locations, and ground motions. Among the other major changes in the new NCHRP 12-49 seismic design provisions are updated seismic maps, new response modification factors ®, detailed performance and hazard level criteria, and design incentives when performing “pushover” analysis. These provisions are intended to help bridge owners and state officials with current designs and provide designers more flexibility in the analysis and design.
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A Pseudo-Dynamic Method to Analyze Retaining Wall with Reinforced and Unreinforced Backfill
Author: Saeed Shekarian and Ali Ghanbari | Size: 219 KB | Format:PDF | Quality:Unspecified | Publisher: JSEE: Spring 2008, Vol. 10, No. 1 | Year: 2008 | pages: 7
ABSTRACT: In this article, the problem of determining pseudodynamic pressure and its associated forces on a rigid vertical retaining wall is solved analytically using the horizontal slices method for both reinforced and unreinforced walls. The use of this method in conjunction with the suggested equations and unknowns offers a pseudo-dynamic method that is then compared with the results of an available software. In the proposed method, different seismic accelerations have been modeled at different soil structure heights. Reinforced soil pressure on a retaining wall and the angle of the critical failure wedge are calculated using the new formulation. It is shown that as the horizontal seismic acceleration coefficient increases the angle of the critical failure wedge is reduced and that the maximum extension force can be increased for each layer by using stronger and longer reinforcements. The results of the pseudo-dynamic method show that both vertical and horizontal seismic accelerations are essential coefficients for calculation of the required length and extension force of the reinforcements and that their importance increases as the vertical and horizontal seismic accelerations increase. Also, the location of the application point of the resultant pressure rises as the horizontal
seismic acceleration coefficient increases.
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