BUILDING SEISMIC FRAGILITIES USING RESPONSE SURFACE METAMODELS
Author: Peeranan Towashiraporn | Size: 3 MB | Format:PDF | Quality:Unspecified | Publisher: Georgia Institute of Technology | Year: August 2004 | pages: 255
Building fragility describes the likelihood of damage to a building due to random ground motions. Conventional methods for computing building fragilities are either
based on statistical extrapolation of detailed analyses on one or two specific buildings make use of Monte Carlo simulation with these models. However, the Monte Carlo
technique usually requires a relatively large number of simulations in order to obtain a sufficiently reliable estimate of the fragilities, and it quickly becomes impractical to simulate the required thousands of dynamic time-history structural analyses for physics- based analytical models.
An alternative approach for carrying out the structural simulation is explored in this work. The use of Response Surface Methodology in connection with the Monte Carlo simulations simplifies the process of fragility computation. More specifically, a response surface is sought to predict the structural response calculated from complex dynamic analyses. Computational cost required in a Monte Carlo simulation will be significantly reduced since the simulation is performed on a polynomial response surface function, rather than a complex dynamic model. The methodology is applied to the fragility computation of an unreinforced masonry (URM) building located in the New Madrid Seismic Zone. Different rehabilitation schemes for this structure are proposed and evaluated through fragility curves. Response surface equations for predicting peak drift are generated and used in the Monte Carlo simulation. Resulting fragility curves
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Performance-based seismic evaluation of the Icon Hotel in Dubai, United Arab Emirates
Author: Farshad Berahman | Size: 5.3 MB | Format:PDF | Quality:Unspecified | Publisher: THE STRUCTURAL DESIGN OF TALL AND SPECIAL BUILDINGS Struct. Design Tall Spec. Build. (2010) Published online in Wiley Online Library (wileyonlinelibrary.com). DOI: 10.1002/tal.688 | Year: 2010 | pages: 27
The Icon Hotel, which is part of the Dubai Promenade in Dubai, is a new waterfront development and represents cutting edge architecture. This building has a unique ‘donut shape’ with signifi cant design and buildability challenges in the fi eld of structural engineering. The wheel shape tower is 160 m high with an external diameter of 165 m, an internal diameter of 78 m and a depth of 35 m. It was designed to accommodate hotel and residential occupancies. The building’s primary structural system is composed of two concrete core walls placed 96 m apart on either side and partially coupled by mega steel trusses at upper mechanical fl oor as well as long-span steel arches located at the top to accommodate the required shape of the building. This paper presents the structural engineering design approach used to evaluate the seismic behaviour of this building by implementing performance-based design methodology. The analysis results show that the building will behave in a desired manner during future anticipated earthquakes.
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Author: ISHAN JYOTI SHARMA | Size: 1.8 MB | Format:PDF | Quality:Unspecified | Publisher: Department of Civil Engineering National Institute of Technology, Rourkela | pages: 72
Major seismic events during the past decade such as those that have occurred in
Northridge, Imperial Valley (May 18, 1940), California (1994), Kobe, Japan (1995),
Turkey (1999), Taiwan (1999) and Bhuj, Central Western India (2001) have
continued to demonstrate the destructive power of earthquakes, with destruction of
engineered buildings, bridges, industrial and port facilities as well as giving rise to
great economic losses. Among the possible structural damages, seismic induced
pounding has been commonly observed in several earthquakes. As a result, a
parametric study on buildings pounding response as well as proper seismic hazard
mitigation practice for adjacent buildings is carried out. Therefore, the needs to
improve seismic performance of the built environment through the development of
performance-oriented procedures have been developed. To estimate the seismic
demands, nonlinearities in the structure are to be considered when the structure enters
into inelastic range during devastating earthquakes. Despite the increase in the
accuracy and efficiency of the computational tools related to dynamic inelastic
analysis, engineers tend to adopt simplified non-linear static procedures instead of
rigorous non-linear dynamic analysis when evaluating seismic demands. This is due
to the problems related to its complexities and suitability for practical design
applications. The push over analysis is a static, nonlinear procedure that can be used
to estimate the dynamic needs imposed on a structure by earthquake ground motions.
This project entitled “Seismic Pounding Effects in Buildings.” aims at
studying seismic gap between adjacent buildings by dynamic and pushover analysis
in SAP2000. A parametric study is conducted to investigate the minimum seismic
pounding gap between two adjacent structures by response Spectrum analysis for
mediu m soil and Elcentro Earthquake recorded excitation are used for input in the
dynamic analysis on different models.. The effect of impact is studied using linear
and nonlinear contact force on models for different separation distances and
compared with nominal model without pounding consideration. Pounding produces
acceleration and shear at various story levels that are greater than those obtained
from the no pounding case, while the peak drift depends on the input excitation
characteristics. Also, increasing gap width is likely to be effective when the
separation is sufficiently wide practically to eliminate contact. The results of
pushover analysis viz. pushover curves and capacity spectrum for three different
lateral load patterns are observed to study the effect of different lateral load pattern on
the structural displacement to find out minimum seismic gap between buildings.
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Review of Documents on Seismic Evaluation of Existing Buildings
Author: Dr DURGESH C RAI | Size: 0.35 MB | Format:PDF | Quality:Unspecified | Publisher: IITK-GSDMA-EQ03-V1.0 | pages: 33
Occurrences of recent earthquakes in India and in different parts of the world
and the resulting losses, especially human lives, have highlighted the structural
inadequacy of buildings to carry seismic loads. There is an urgent need for assessment
of existing buildings in terms of seismic resistance. In view of this various
organizations in the earthquake threatened countries have come up with documents,
which serve as guidelines for the assessment of the strength, expected performance
and safety of existing buildings as well as for carrying out the necessary rehabilitation,
if required. The objective of this article is to review various documents on seismic
evaluation of existing buildings from different countries. It is expected that this
comparative assessment of various evaluation schemes will help identify the most
essential components of such a procedure for use in India and other developing
countries, which is not only robust, reliable but also easy to use with available
resources.
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The seismic design code of buildings in Japan was revised in June 2000 to implement a performance-based structural engineering framework. The code provides two performance objectives: life safety and damage limitation of a building at two corresponding levels of earthquake motions. The design earthquake motions are defined in terms of the acceleration response spectra specified at the engineering bedrock in order to take into consideration the soil conditions and soil-structure interaction effects as accurately as possible. The seismic performance shall be verified by comparing the predicted response values with the building’s estimated limit values. The verification procedures of seismic performance in the new code are in essence a blend of the equivalent single-degree-of-freedom modeling of a building and the site-dependent response spectrum concepts, which make possible the prediction of the maximum structural response against earthquake motions without using time history analysis.
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Quanti cation of Building Seismic Performance Factors: Component Equivalency Methodology
Author: FEMA P-795 | Size: 12.6 MB | Format:PDF | Quality:Unspecified | Publisher: FEDERAL EMERGENCY MANAGEMENT AGENCY Michael Mahoney, Project Officer Robert D. Hanson, Technical Monitor Washington, D.C. ATC MANAGEMENT AND OVERSIGHT Christopher Rojahn (Project Executive) William T. Holmes (Project Technical Monitor) Jon A. Heintz (Project Quality Control Monitor) Ayse Hortacsu (Project Manager) | Year: june 2011 | pages: 292
The Federal Emergency Management Agency (FEMA) has the goal of
reducing the ever-increasing cost that disasters inflict on our country.
Preventing losses before they happen by designing and building to withstand
anticipated forces from these hazards is one of the key components of
mitigation, and is the only truly effective way of reducing the cost of
disasters.
As part of its responsibilities under the National Earthquake Hazards
Reduction Program (NEHRP), and in accordance with the National
Earthquake Hazards Reduction Act of 1977 (PL 94-125) as amended, FEMA
is charged with supporting activities necessary to improve technical quality
in the field of earthquake engineering. The primary method of addressing
this charge has been supporting the investigation of seismic and related
multi-hazard technical issues as they are identified by FEMA, the
development and publication of technical design and construction guidance
products, the dissemination of these products, and support of training and
related outreach efforts. These voluntary resource guidance products present
criteria for the design, construction, upgrade, and function of buildings
subject to earthquake ground motions in order to minimize the hazard to life
in all buildings and increase the expected performance of critical and higher
occupancy structures.
This publication builds upon an earlier FEMA publication, FEMA P-695
Quantification of Building Seismic Performance Factors (FEMA, 2009b).
FEMA P-695 presents a procedural methodology for reliably quantifying
seismic performance factors, including the response modification
coefficient, R, the system overstrength factor, ΩO, and the deflection
amplification factor, Cd, used to characterize the global seismic response of a
system.
While the methodology contained in FEMA P-695 provides a means to
evaluate complete seismic-force-resisting systems proposed for adoption into
building codes, a component-based methodology was needed to reliably
evaluate structural elements, connections, or subassemblies proposed as
substitutes for equivalent components in established seismic-force-resisting
systems. The Component Equivalency Methodology presented in this
document fills this need by maintaining consistency with the probabilistic,
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Author: Indonesian National Standardization Council (Badan Standarisasi Nasional - BSN) | Size: 2.447 MB | Format:PDF | Quality:Unspecified | Year: 2012 | pages: 149
SNI Tata cara perencanaan ketahanan gempa untuk struktur bangunan gedung dan non gedung ini memberikan persyaratan minimum perencanaan ketahanan gempa untuk struktur bangunan gedung dan non gedung. Standar ini menggantikan SNI 03-1726-2002.
Translation: SNI planning procedure for the earthquake resistance of buildings and non-building structures of this building provides the planning minimum requirements for earthquake resistance of building structures and non-buildings. This standard replaces the SNI 03-1726-2002
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Author: STRUCTURAL ENGINEERING SOCIETY NEW ZEALAND | Size: 0.73 MB | Format:PDF | Quality:Unspecified | Publisher: STRUCTURAL ENGINEERING SOCIETY NEW ZEALAND | Year: MARCH 2013 | pages: 40
This submission has been prepared by the Structural Engineering Society of New Zealand
(SESOC), in response to the Consultation document prepared by the Ministry of Business, Innovation and Employment (MBIE). The submission firstly discusses a number of issues raised in the consultation document and then provides specific responses to the proposals and questions
raised. SESOC has been working collaboratively with IPENZ, the New Zealand Society for Earthquake
Engineering and the New Zealand Geotechnical Society to deliver a comprehensive and considered response. These groups have made separate submissions which may vary in detail, but which are in general agreement of the key points, as articulated in the summary of this submission.
Furthermore, although there was relatively little time to do so, SESOC has consulted with membership. Those who were able to respond were generally supportive of the draft submission, with a number of further suggestions, many of which have been adopted.
A discussion document is attached to this submission, providing further background to some of the issues discussed.
The Consultation document notes that the Building Act covers other structures such as bridges statues and memorials. These are not addressed specifically in this document, noting that
bridges are generally publically owned and considered in lifelines studies, and that other structures generally pose a low risk to life. However, many of the principals expressed in this
submission would be equally applicable across all structural forms.
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Article/eBook Full Name: Kinematic Bending Moments in Seismically Stressed Piles
Author(s): A. Nikolaou, G. Mylonakis and G. Gazetas
Edition: NCEER-95-0022
Publish Date: 12/23/1995
Published By: NCEER
Related Links:
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Article/eBook Full Name: Dynamic Interaction Factors for Floating Pile Groups
Author(s): G.Gazetas, K.Fan, A.Kaynia, E.Kausel
Edition: NCEER-90-0021
Publish Date: 9/10/1990
Published By: NCEER
Related Links:
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