The main purpose of this study is to analyze the seismic response of a reinforced concrete structure which suffered damage in the South Iceland earthquakes in June 2000.
Two different methods are used to analyse the structure. First, a 3D linear elastic response spectrum analysis (RSA) is carried out in a finite element program, using response spectra within the European seismic design code (EC8). The response spectrum analysis is followed with a pushover analysis of one of the walls which suffered the most severe damage. A new finite element model is constructed where the nonlinear properties of the reinforced concrete are implemented. The pushover analysis is combined to the response spectra approach through the comprehensive N2 method, which is a novelty in EC8. Results of the pushover analysis are used to estimate the performance of the structure under the design earthquake load. Deformation of the structure, stress strain and evaluation of cracks in the reinforced concrete are reviewed. Damage obtained in the analysis and the actual reported damages are then compared. Finally, the effect of strengthening is estimated.
The study showed that despite serious damage, the structural wall is able to withstand the earthquake design load. However, the structure does by no means meet the design code requirements. Observed damage was fairly consistent with that actually reported, but according to the analysis the N2 procedure tends to be conservative. As shown in the study, the pushover analysis based on the N2 method is a desirable procedure in order to evaluate the seismic resistance of existing structures, especially if there is doubt that response spectrum analysis provides sufficient information.
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Approximate incremental dynamic analysis using the modal pushover analysis procedure
Author: Sang Whan Han,‡ and Anil K. Chopra, | Size: 0.34 MB | Format:PDF | Quality:Unspecified | Publisher: EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Earthquake Engng Struct. Dyn. 2006; 35:1853–1873 Published online 2 August 2006 in Wiley InterScience | Year: 2006 | pages: 21 | ISBN: John Wiley & Sons, Ltd.
Incremental dynamic analysis (IDA)—a procedure developed for accurate estimation of seismic demand
and capacity of structures—requires non-linear response history analysis of the structure for an ensemble
of ground motions, each scaled to many intensity levels, selected to cover the entire range of structural
response—all the way from elastic behaviour to global dynamic instability. Recognizing that IDA of
practical structures is computationally extremely demanding, an approximate procedure based on the modal
pushover analysis procedure is developed. Presented are the IDA curves and limit state capacities for the
SAC-Los Angeles 3-, 9-, and 20-storey buildings computed by the exact and approximate procedures for
an ensemble of 20 ground motions. These results demonstrate that the MPA-based approximate procedure
reduces the computational effort by a factor of 30 (for the 9-storey building), at the same time providing
results to a useful degree of accuracy over the entire range of responses—all the way from elastic behaviour
to global dynamic instability—provided a proper hysteretic model is selected for modal SDF systems. The
accuracy of the approximate procedure does not deteriorate for 9- and 20-storey buildings, although their
dynamics is more complex, involving several ‘modes’ of vibration. For all three buildings, the accuracy
of the MPA-based approximate procedure is also satisfactory for estimating the structural capacities for
the limit states of immediate occupancy, collapse prevention, and global dynamic instability.
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METHOD OF MODAL COMBINATIONS FOR PUSHOVER ANALYSIS OF BUILDINGS
Author: Erol KALKAN and Sashi K. KUNNATH | Size: 0.37 MB | Format:PDF | Quality:Unspecified | Publisher: 13th World Conference on Earthquake Engineering Vancouver, B.C., Canada | Year: 2004 | pages: 15
Nonlinear static procedures (NSP) are finding widespread use in performance based seismic design since
it provides practitioners a relatively simple approach to estimate inelastic structural response measures.
However, conventional NSPs using lateral load patterns recommended in FEMA-356 do not adequately
represent the effects of varying dynamic characteristics during the inelastic response or the influence of
higher modes. To overcome these drawbacks, some improved procedures have recently been proposed by
several researchers. A method of modal combinations (MMC) that implicitly accounts for higher mode
effects is investigated in this paper. MMC is based on invariant force distributions formed from the
factored combination of independent modal contributions. The validity of the procedure is validated by
comparing response quantities such as inter-story drift and member ductility demands using other
pushover methods and also the results of nonlinear time history analyses. The validation studies are based
on evaluation of three existing steel moment frame buildings: two of these structures were instrumented
during the Northridge earthquake thereby providing realistic support motions for the time-history
predictions. Findings from the investigation indicate that the method of modal combinations provides a
basis for estimating the potential contributions of higher modes when determining inter-story drift
demands and local component demands in multistory frame buildings subjected to seismic loads.
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Article/eBook Full Name: EN 12385 - Steel wire ropes
Author(s): CEN
Published By: CEN
PS: I found all 10 documents here, but I can't DL them.
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ISBN: 9780727741509
Format: Hardbound
Publish Date: 05/10/2011
Publisher: ICE Publishing
Page Size: 234x156
Number of Pages: 496
Bridge Design to Eurocodes: UK Implementation
Description
As of April 2010, Eurocodes replaced British Standards as the principal design standards for bridges in the UK. In support of the transition the Bridge Design to Eurocodes: UK Implementation conference held at the Institution of Civil Engineers in November 2010 brought important background and explanatory information into the public domain. The proceedings of this conference provide an enduring record of the UK’s Eurocodes implementation for bridge design, with papers written by invited experts who have been at the very heart of Eurocode developments in the UK. Readers are provided with the key technical decisions taken in the development of the National Annexes, as well as important sources of complementary information and practical advice on applying the codes.
Providing definitive, essential and practical information on the implementation of the Eurocodes for bridge design in the UK, this book is essential reading for bridge owners, managers, designers, consultants, contractors, local or central government engineers, academics, and software developers, that is anyone interested or involved in the design, build, maintenance or ownership of bridges.
Analysis and modelling of the seismic behaviour of high ductility steel-concrete composite structures
Author: Ph.D student: Eng. Fabio Ferrario | Size: 20.3 MB | Format:PDF | Quality:Unspecified | Publisher: Dipartimento di Ingegneria Meccanica e Strutturale Facoltà di Ingegneria | Year: 2004 | pages: 263
In this thesis theoretical, experimental and numerical aspects and applications concerning the seismic behaviour of high ductility steel-concrete composite structure are analysed. The interest has been focused on the capability of framed structures to dissipate seismic energy by means of inelastic deformations. The basic design parameter in this approach is the ductility that should be considered as a conceptual framework in the Performance-Base Seismic Engineering (PBSE). PBSE has been developed encompassing the full range of seismic engineering issues to be referred to design of structures for predictable and controlled seismic performance within establishedlevels of risk.The attention has been focalised on different solutions of steel and steel-concrete composite beam-to-column joints assuring the necessary ductility that can be obtained not only through careful study of building morphology, structural schemes and construction details, but also through the rational use of materials. Three specific and related topics have been analyzed and detailed analyses and experimental tests on substructures have been performed in order to ensure large inelastic deformations and the necessary energy dissipation under earthquake strong motion. The results aiming at qualifying the dissipative and rotational capacities of a particular typology of beam-to-column joints are then illustrated and discussed. The objective of this study is to provide designers with precise rules regarding constructional solutions suitable to each scheme and to the associated design methodologies necessary for evaluating their performances.
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Nonlinear Static Analysis to Assess Seismic Performance and Vulnerability of Code - Conforming RC Buildings
Author: A. CINITHA.A , P.K. UMESHA , NAGESH R. IYER | Size: 1.4 MB | Format:PDF | Quality:Unspecified | Publisher: WSEAS TRANSACTIONS on APPLIED and THEORETICAL MECHANICS | Year: 2012 | pages: 10
The seismic zone map of Indian subcontinent emphasis that more than 60% of land is under severe
to moderate earthquake and approximate hábitat requirement is 2025 lakhes of buildings in each year. The
adequacy of post occupancy of buildings after an earthquake is highly demanded. This paper investigates
seismic performance and vulnerability analysis of 4storey and 6storey codeconforming (IS: 4562000, Indian
standard for plain and reinforced concrete code and IS: 18932002, Indian standard criteria for earthquake re
sistant design of structures) reinforced concrete (RC) buildings. The buildings are designed for two different
cases such as ordinary moment resisting frame (OMRF) and special moment resisting frame (SMRF). The non
linear static analysis (pushover analysis) is used to capture initial yielding and gradual progressive plastic be
haviour of elements and overall building response under seismic excitations. The deformation characteristics of
structural elements are essential to simulate the plastic hinge formation in the process of generation of capacity
curve during the pushover analysis. An analytical procedure is developed to evaluate the yield, plastic and ulti
mate rotation capacities of beams and columns along with different plastic hinge lengths. In the present study,
user defined plastic hinge properties of beams and columns are modeled using analytical expressions developed
based on Eurocode 8 and incorporated the same in pushover analysis using SAP2000. The nonlinear static
analysis is carried out for load patterns proportional to fundamental mode. The analysis gives an estimate of
seismic capacity of the structural system and its components based on its material characteristics and detailing
of member dimensions. A 100% dead load plus 50% live load is applied prior to the lateral load in the push
over analysis. The building performances are assessed with the capacity curve generated. Performance levels
are used to describe the limiting damage condition, which may be considered satisfactory for a building under
specific earthquake. The performance levels are expressed in terms of target displacement, defined by limiting
values of roof drift, as well as deformation of structural elements. The three performance levels considered in
the present study are immediate occupancy, life safety and collapse prevention. The vulnerability of the build
ings is estimated in terms of vulnerability index to assess the performance of the building.
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EFFECTIVE STRESS ANALYSIS OF SEISMIC SITE RESPONSE
Author: JEAN H. PREVOSTt | Size: 0.54 MB | Format:PDF | Quality:Unspecified | Publisher: INTERNATIONAL JOURNAL FOR NUMERICAL AND ANALYI'ICAL METHODS IN GEOMECHANICS, VOL. 10, | Year: 1986 | pages: 13
A procedure is presented which allows site response analyses to be performed with any general
multidimensional finite element analysis package. Numerical results which corroborate the theory presented. Aiso, as an illustration of the procedure, results of an effective stress analysis for the seismic
response and liquefaction of a horizontally layered saturated sand deposit are presented.
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