SEISMIC REHABILITATION OF SCHOOL BUILDINGS IN JAPAN
Author: Yoshiaki NAKANO | Size: 709 MB | Format:PDF | Quality:Unspecified | Publisher: Journal of Japan Association for Earthquake Engineering, Vol. 4, No. 3 (Special Issue), 2004 | Year: 2004 | pages: 12
ABSTRACT: Following the 1995 Hyogoken-nambu (Kobe) earthquake, various integrated efforts have been directed toward upgrading seismic performance of vulnerable school buildings. In this paper, damage statistics of school buildings due to the Kobe earthquake, criteria to identify their vulnerability, the subsidy program for seismic rehabilitation, and their implementation examples, are briefly described, together with recent challenging efforts for further promotion of seismic rehabilitation on a nationwide
basis.
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Author: JOHN E GRAWFORD | Size: 4.6 MB | Format:PDF | Quality:Unspecified | Publisher: Karagozian & Case Structural Engineers | pages: 55
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Abstract
The building codes in various jurisdictions, including Canada, follow a common concept in designing buildings to achieve an acceptable seismic performance. The objective underlying the concept is to ensure that the buildings designed based on code provisions should be able to resist minor earthquakes without damage, resist moderate earthquakes with some non-structural damage, and resist major earth- quakes without coliapse, but with some structural as welI as non-structural damage. Seismic provisions in the building codes have evoived over the years to achieve this goal. Existing building codes focus on the minimum lateral load for which a structure
must be designed. However, it is also necessary to include the demand and response
characteristics of a structure, in the design.
The National Building Code of Canada (NBCC) is currently undergoing a review. One of the aims of this review is to permit an explicit definition of the expected seismic performance of buildings designed according to the code. The cornmittee in charge of preparing the recommendations for seismic provisions of NBCC is considering a suggestion by which the calculation of the design lateral forces will be carried out on the basis of new seismic hazard rnaps of Canada. The new hazard maps, prepared by the Geologicd Survey of Canada (GSC), are based on the response spectral ordinates, rather than on the peak ground velocity or peak ground acceleration. It is expected
that the future version of NBCC will require a building to be designed on the basis of these spectra, which are called, the uniform hazard spectra (UHS).
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seismic retrofit of existing buildings : innovative alternatives
Author: moe cheung and simon foo ; jaques granadino | Size: 996 KB | Format:PDF | Quality:Unspecified | pages: 10
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Reliability Analysis of Steel Building Frame Under Earthquake Forces
Author: Dr. Rehan A. Khan , Prof. T. Naqvi | Size: 66 KB | Format:PDF | Quality:Unspecified | Publisher: International Journal of Emerging Technology and Advanced Engineering | Year: 2012 | pages: 6
Abstract— A simplified fragility analysis of steel building
frame is presented which can be used for preliminary estimate
of its probability of failure. The risk analysis procedure uses
the format of probabilistic Risk Analysis (PRA) and considers
band limited white noise at the bed rock as the seismic input.
The steel building frame is modeled as a 2D frame and
Pushover analysis is then carried out to obtain its capacity
using SAP 2000. The response of the steel frame is obtained by
response spectrum method of analysis for multi-degree of
freedom system. The PRA includes uncertainties of the
response due to variation of ground motion, material
property, modeling & method of analysis and those of the
capacity due to the variation of ductility factor and damage
concentration effect. The proposed method of analysis is
applied to a 5-storey steel building frame for obtaining its
probability of failure using First Order Second Moment
(FOSM) theory of the Reliability analysis. The fragility curves
for the frame failure were generated for a number of
parametric variations. The parameters include soil conditions,
coefficient of variation of the uncertainty factors, ductility
factor and soil amplification factor . The study shows that all
the parameters considered in the study have considerable
effect on the probability of failure.
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Numerical seismic vulnerability analysis of mid-height steel buildings in Bogotá, Colombia
Author: F. López-Almansa (corresponding author), M.A. Montaña | Size: 1.6 MB | Format:PDF | Quality:Unspecified | pages: 35
A number of mid-height steel buildings have been erected recently in Bogotá. Their seismic risk might be high, given the present microzonation of Bogotá and the lack of comprehensive
previous studies; noticeably, the response reduction factors were commonly obtained only from general recommendations. The objective of this work is to investigate the seismic performance of these buildings. This study is carried out on eighteen representative prototype buildings. All these edifices have plan symmetry and are uniform along their height. The eighteen considered prototype buildings are generated by combining the values of three parameters: span-length (6 and 8 m), number of floors (5, 10 and 15) and earthquake-resistant systems (moment-resistant frames, concentrically-braced frames and eccentrically-braced frames -using chevron braces-). The structures of each of these eighteen prototype buildings
have been designed according to the former and to the current Colombian seismic design codes; in the former code two seismic zones are considered and in the current code such zones are coarsely subdivided in three and in five zones, respectively.
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Windstorms cause enormous loss to life and property worldwide. Insurance companies use risk assessment models to assess the financial risk to their insurance exposure due to
windstorms. The estimation of the intensity of hazard and the vulnerability of buildings to windstorms are important parts of a windstorm risk assessment model. The vulnerability
functions (or curves) are, in general, based on analyses of loss data from insurance companies. The loss data available from insurance companies following a natural disaster is generally
comprised of losses representative of a wide variety of buildings, often lacking information on building-specific characteristics such as height and material. Analysis of such data may not go beyond the development of an aggregate (or generic) vulnerability curve for a combined portfolio giving no idea of the vulnerability of individual building types represented by this curve. The paper discusses the vulnerability of buildings to windstorms and the development
of vulnerability functions for windstorm loss estimation. A methodology is presented for the disaggregation of a generic vulnerability curve into several curves representing individual building types. The methodology provides a convenient way of translating known vulnerabilities for a region to those for another region by combining them with actuarial data and building inventory information of the region. The methodology is applied for the disaggregation of generic vulnerability curves for the Caribbean Island of Puerto Rico. The hurricane hazards and the consequent property losses in the region are also discussed.
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Vulnerability evaluation and seismic rehabilitation of steel building with semi-rigid connections (Case study - tehran)
Author: H. Shakib ; S.Dardaei2; M.Pirizadeh ; A.Moghaddasi | Size: 374 KB | Format:PDF | Quality:Unspecified | Publisher: The 14 th World Conference on Earthquake Engineering October 12-17, 2008, Beijing, China | Year: 2008 | pages: 10
In this paper, the seismic rehabilitation of a steel building with semi-rigid connections in Tehran is presented. This
building with 19 stories in three blocks and an asymmetric plan has been constructed 30 years ago. First step of the
rehabilitation study includes qualitative vulnerability evaluation which indicates that the building has heavy seismic
vulnerability potential. In the second step, quantitative vulnerability of the structure according to FEMA 356
guideline is evaluated. The results showed that the building is resistant enough against gravity loads but not safe
enough for seismic loads. Finally, two seismic retrofitting plans consisting of concrete shear walls and steel shear
walls are proposed. Comparison of retrofitting plans of the building from seismic performance, architectural and
implementation aspects showed that the concrete shear walls plan is the superior choice.
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Seismic Vulnerability Assessment of Modular Steel Buildings
Author: C. D. ANNAN, M. A. YOUSSEF, and M. H. EL NAGGAR | Size: 1.3 MB | Format:PDF | Quality:Unspecified | Publisher: Journal of Earthquake Engineering, 13:1065–1088, 2009 Copyright A.S. Elnashai & N.N. Ambraseys ISSN: 1363-2469 print / 1559-808X online | Year: 2009 | pages: 25
Contemporary seismic design is based on dissipating earthquake energy through significant inelastic deformations. This study aims at developing an understanding of the inelastic behavior of braced frames of modular steel buildings (MSBs) and assessing their seismic demands and capacities. Incremental dynamic analysis is performed on typical MSB frames. The analysis accounts for their unique detailing requirements. Maximum inter-story drift and peak global roof drift were adopted as critical response parameters. The study revealed significant global seismic capacity and a satisfactory performance at design intensity levels. High concentration of inelasticity due to limited redistribution of internal forces was observed.
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This document specifies the requirements for the materials, design, fabrication, erection, testing and inspection of site built, vertical, cylindrical, flat bottomed, above ground, welded steel tanks for storage of liquids at ambient temperature and above.
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