APPLICATION OF PUSHOVER ANALYSIS METHODS FOR BUILDING STRUCTURES
Author: A. Kiran1 , G. Ghosh2 and Y. K.Gupta3 | Size: 0.2 MB | Format:PDF | Quality:Unspecified | Publisher: ISET GOLDEN JUBILEE SYMPOSIUM Indian Society of Earthquake Technology Department of Earthquake Engineering Building IIT Roorkee, | Year: Roorkee October 20-21, 2012 | pages: 6
To have a reliable estimate of the performance of a structure, sophisticated analytical tools are necessary. Nonlinear
dynamic analysis is the most accurate method available for the analysis of structures subjected to earthquake excitation. Nonlinear static (Pushover) Analysis is also an attractive choice because of its simplicity and ability to identify component and system-level deformation demands with accuracy comparable to dynamic analysis. Many methods have evolved, over the years, for pushover analysis of structures. People have a lot of doubt about which one of those will be the most preferred pushover method for the analysis of structures. To fulfill that objective, in the
present study, a comparison has been made between the results of the pushover analysis with the dynamic timehistory
analysis, with a view to find out the most preferred pushover method. The existing pushover analysis methods as per the literatures and codes have been considered in the study. For the analysis purpose, two types of building structures have been considered. It has been observed that in most of the cases, pushover analysis results are conservative as compared to the time history results. It has been observed that in most of the cases ELM method of FEMA 440 gives good result in comprasion to time history analysis.
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Author: Gr. G. Penelis1 , A.J. Kappos1 | Size: 0.33 MB | Format:PDF | Quality:Unspecified | Publisher: Published by Elsevier Science Ltd. Earthquake Engineering Paper Reference 015 | pages: 10
A methodology is presented for modelling the inelastic torsional response of buildings in nonlinear static (pushover) analysis, aiming to reproduce to the highest possible degree the results of inelastic dynamic time history analysis. The load vectors are defined using dynamic elastic spectral analysis while the dynamic characteristics of an equivalent single mass system, which incorporates both translational and torsional modes, are derived using an extension of earlier methods based on the SDOF approach. The proposed method is verified for the case of single-storey monosymmetric buildings.
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Owing to the simplicity of inelastic static pushover analysis compared to inelastic dynamic analysis, the study of this technique
has been the subject of many investigations in recent years. In this paper, the validity and the applicability of this technique are
assessed by comparison with ‘dynamic pushover’ idealised envelopes obtained from incremental dynamic collapse analysis. This
is undertaken using natural and artificial earthquake records imposed on 12 RC buildings of different characteristics. This involves
successive scaling and application of each accelerogram followed by assessment of the maximum response, up to the achievement of the structural collapse. The results of over one hundred inelastic dynamic analyses using a detailed 2D modelling approach for each of the twelve RC buildings have been utilised to develop the dynamic pushover envelopes and compare these with the static pushover results with different load patterns. Good correlation is obtained between the calculated idealised envelopes of the dynamic analyses and static pushover results for a defined class of structure. Where discrepancies were observed, extensive investigations based on Fourier amplitude analysis of the response were undertaken and conservative assumptions were recommended.
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hi my friends
i need a paper which could help me to Verification my Thesis . it's about seismic performance analysis of FRP reinforced concrete frame (two span - two story) .
i need to experimental results of two span-two story concrete frame .
is it possible to introduce a source for control Verification my numerical model ?
regards.
beh.
Prior to 1970, design practice tended to consider the ground and the structure in relative isolation. The Institution of Structural Engineers, in support of the need for recognition to be given to interactive effects, formed a special study group in 1971 to study the matter and make recommendations. This led to the setting up of an ad hoc committee which prepared the state of the art report –Structure-Soil Interaction - published in 1978.
In accordance with institution procedures the relevance of the 1978 document to current practice was reviewed and the need for revision and extension was identified. The Institution with the cooperation of the Institution of Civil Engineers and the International Association for Bridge and Structural Engineering, has responded to the current demand for adequate definition of the problems presented by the interactive effects and has initiated the preparation of this comprehensive guidance covering most types of structure.
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Soft storey buildings are characterized by having a storey which has a lot of open spaces. This soft
storey creates a major weak point in an earthquake. Since soft stories are classically associated with
retail spaces and parking garages, they are often on the lower stories of a building, which means that
when they collapse, they can take the whole building down with them, causing serious structural damage
which may render the structure totally unusable. In this study, efforts have been given to examine the
effect of incorporation of isolator on the seismic behavior of buildings subjected to the appropriate
earthquake for medium risk seismicity region. It duly ensures incorporating isolator with all relevant
properties as per respective isolators along with its time period and damping ratio. Effort has also been
made here to build up a relationship for increasing storey height and the changes for incorporating
isolator with same time period and damping ratio for both lead rubber bearing (LRB) and high damping
rubber bearing (HDRB). Dynamic analyses have been carried out using response spectrum and time
history analysis. Behavioral changes of structural parameters are investigated. The study reveals that the
values of structural parameters reduce a large amount while using isolator. However, LRB is found
beneficial than HDRB. The structure experiences huge storey drift at the soft storey level that may be
severe and cause immature failure. The amount of masonry infill is very vital for soft storey buildings as
its decrement increases reasonable displacements.
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FINITE ELEMENT ANALYSIS OF BASE ISOLATED BUILDINGS SUBJECTED TO EARTHQUAKE LOADS
Author: MAR SALOM ON1 , SERGIO OLLER2 AND ALEX BARBAT2; | Size: 0.23 MB | Format:PDF | Quality:Unspecified | Publisher: INTERNATIONAL JOURNAL FOR NUMERICAL METHODS IN ENGINEERING Int. J. Numer. Meth. Engng. 46, 1741{1761 (1999) | Year: 1999 | pages: 21
A nite element formulation modelling hyperelastic quasi-incompressible rubber-like materials (elastomers) is
developed which takes into account large displacements and large elastic strains as well as inelastic e ects.
The capacity of laminated rubber-like materials to support high loads in compression and large displacements
in shear is the principal reason for their use in devices for seismic base isolation of structures. The energydissipation
capacity of these devices is increased by using high damping rubber, which is an elastomer
incorporating carbon black particles, or having lead-plug insertion. The Ogden strain energy function has
been used as a basis for the material model implemented in a total Lagrangian formulation, the strain being
decomposed into its deviatory and volumetric parts and the pressure variable being condensed at element level.
Mooney{Rivlin and neo-Hooke strain energy functions can also be used by simply changing the parameters of
the model. The stress{strain hysteresis, which appears when these devices are subjected to dynamic or quasistatic
cyclic loads, has been modelled by frequency dependent viscoelastic and plastic constitutive models. The
bearings have been modelled by means of an equivalent single element capable of describing the composite
behaviour of the actual isolation system. The proposed model is validated using available experimental results
and it is proved to be a powerful tool in dealing with di erent bearings. Finally, results for a six-storey base
isolated building subjected to the El Centro earthquake are given.
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Control of Seismic Energy Partitioning of Bridge Piers with Sliding Rubber Bearing
Author: Hirokazu Iemura1 , Yoshikazu Takahashi1 and Youzhen Chen1 1 Dept. of Civil Eng. Systems, Kyoto University, Kyoto, Japan | Size: 0.38 MB | Format:PDF | Quality:Unspecified | pages: 8
Base isolation bearings have many good properties for seismic protection of bridges. Recently a new sliding rubber bearing was developed, which has both characteristics of sliding and rubber bearings. When we install these seismic isolation systems, reasonable inelastic design method is required. But since the conventional inelastic design method takes into account only bridge piers, it is hard to design seismic isolators which can cope with the interaction between seismic isolators and bridge piers. The purpose of this study is to understand the relationship between the seismic isolation systems and piers with respect to their energy dissipation etc. and to attempt to propose a design procedure for isolated bridges.
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State Of Art Review - Base Isolation Systems For Structures
Author: S.J.Patil , G.R.Reddy | Size: 1.8 MB | Format:PDF | Quality:Unspecified | Publisher: International Journal of Emerging Technology and Advanced Engineering, Volume 2, Issue 7, July 2012) | pages: 16 | ISBN: 2250-2459
This paper presents an overview of the present
state of base isolation techniques with special emphasis and a
brief on other techniques developed world over for mitigating
earthquake forces on the structures. The dynamic analysis
procedure for isolated structures is briefly explained. The
provisions of FEMA 450 for base isolated structures are
highlighted. The effects of base isolation on structures located
on soft soils and near active faults are given in brief. Simple
case study on natural base isolation using naturally available
soils is presented. Also, the future areas of research are
indicated.
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Principles and Practices of Seismic Isolated Buildings
Author: Amin Abrishambaf | Size: 7.8 MB | Format:PDF | Quality:Unspecified | Publisher: Eastern Mediterranean University July 2009 Gazimagusa, North Cyprus | Year: 2009 | pages: 216
Earthquake design philosophy based on capacity, directs the following two unpleasant states:
1. The situation that continues to increase the elastic strength and stiffness; in fact this is not economical and also cause higher floor accelerations.
2. The situation that limits the elastic strength and increasing ductility by detailing; indeed this approach is the acceptance of non-repairable structural damages. Base isolation is a different approach than the mentioned ones. It is based on the concept, which reducing the seismic demands rather than increasing the earthquake resistance capacity of the structure. On the other hand, application of base isolators to the structure reduce elastic base shear by shifting period of the structure and provide better performing structure that will remain essentially elastic during large bearthquakes.
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