Dynamic analysis of buildings for earthquake- resistant design
Author: Murat Saatcioglu and JagMohan Humar | Size: 536 KB | Format:PDF | Quality:Unspecified | pages: 22
The proposed 2005 edition of the National Building Code of Canada specifies dynamic analysis as the preferred
method for computing seismic design forces and deflections, while maintaining the equivalent static force
method for areas of low seismicity and for buildings with certain height limitations. Dynamic analysis procedures are
categorized as either linear (elastic) dynamic analysis, consisting of the elastic modal response spectrum method or the
numerical integration linear time history method, or nonlinear (inelastic) response history analysis. While both linear
and nonlinear analyses require careful analytical modelling, the latter requires additional considerations for proper simulation
of hysteretic response and necessitates a special study that involves detailed review of design and supporting
analyses by an independent team of engineers. The paper provides an overview of dynamic analysis procedures for use
in seismic design, with discussions on mathematical modelling of structures, structural elements, and hysteretic response.
A discussion of the determination of structural period to be used in association with the equivalent static force
method is presented.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
This review article provides an overview of the problems pertaining to structural dynamics with bolted joints. These problems are complex in nature because every joint involves different sources of uncertainty and non-smooth non-linear characteristics. For example, the contact forces are not ideally plane due to manufacturing tolerances of contact surfaces. Furthermore, the initial forces will be redistributed nonuniformly in the presence of lateral loads. This is in addition to the prying loading, which is non-linear tension in the bolt and non-linear compression in the joint. Under environmental dynamic loading, the joint preload experiences some relaxation that results in time variation of the structure’s dynamic properties.
Most of the reported studies focused on the energy dissipation of bolted joints, linear and non-linear identification of the dynamic properties of the joints, parameter uncertainties and relaxation, and active control of the joint preload. Design issues of fully and partially restrained joints, sensitivity analysis to
variations of joint parameters, and fatigue prediction for metallic and composite joints will be discussed.
r 2003 Elsevier Ltd. All rights reserved.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Posted by: vangjo - 12-20-2013, 11:56 AM - Forum: Archive
- No Replies
Article/eBook Full Name: Earthquake Resistant Concrete Structures
Author(s): Andreas Kappos, G.G. Penelis
Edition: 1st ed
Publish Date: December 12, 1996
ISBN: 978-0419187202
Published By: CRC Press
Related Links:
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: Dinu BRATOSIN Institute of Solid Mechanics - Romanian Academy, | Size: 352 KB | Format:PDF | Quality:Unspecified | Publisher: SISOM 2006, Bucharest 17-19 May | Year: 2006 | pages: 9
The main goal of the base-isolated technology is to shift the natural period of structure away from the dominant period of earthquake excitation. Using a linear one-degree-of-freedom model for structure with fixed base and a non-linear one-degree-of-freedom model for base-isolated structure one presents some remarks for optimum choice of the isolated natural period taking into account the non-linear characteristics of the devices and materials from isolator layer and from site materials.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: L. Di Sarno | Size: 1.1 MB | Format:PDF | Quality:Unspecified | Publisher: INTERNATIONAL JOURNAL OF MECHANICS .Issue 3, Volume 7, 2013 | Year: 2013 | pages: 8
seismic vulnerability assessment of existing and
new lifelines, especially transportation systems, either highways or railways, is becoming of paramount importance in resilient social communities. The structural performance analysis of typical existing bridges for high speed railway is however not an easy task to accomplish. Additionally, the seismic assessment of such as-built bridges tend to emphasize the high vulnerability of the structural systems. In the present analytical work, the earthquake response analysis of typical existing bridges for high speed railway was carried out through linear and nonlinear dynamic analyses using refined finite element three-dimensional lumped-plasticity models and multiple component ground motions. The seismic vulnerability of such bridges was assessed through local and global response quantities. The retrofitting scheme adopted to augment the earthquake performance of the sample bridge structures is the base isolation system comprising either lead rubber bearings or steel dampers. The present study investigates and compares the response of such isolation devices. The outcomes of the numerical analyses proved that the use of base isolation systems lowered significantly the seismic demand, especially on the bridge piers and the foundation systems. Hysteretic metallic devices were found more suitable for the seismic isolation of railway bridges. Additionally, the need to comply with the serviceability requirements is found to be more stringent for the base isolation system in the design of retrofitting schemes for railway bridges than the fulfillment of the ultimate limit state. Further work is ongoing to account for the nonlinear modeling of the rail on the global response of base isolated railway bridges under multiple earthquake components.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: Joaquín Martí, María Crespo and Francisco Martínez | Size: 2.4 MB | Format:PDF | Quality:Unspecified | Publisher: mathematical sciences publishers | Year: 2010 | pages: 19
In severe seismic environments, tanks for storage of liquefied natural gas may benefit from seismic isolation. As the design accelerations increase, the inner tank undergoes progressively greater demands and may suffer from corner uplift, elephant’s foot buckling, gross sliding, shell thickness requirements
beyond what can be reliably welded and, eventually, global uplift. Some of these problems cause extra costs while others make the construction impossible. The seismic environments at which the previous problems arise are quantified for modern 160,000m3 tanks, whether supported on shallow or pile foundations, for both a conventional design and one employing seismic isolation. Additionally, by introducing some cost assumptions, comparisons can be made as to the cost of dealing with the seismic threat for each seismic environment and tank design option. It then becomes possible to establish the seismic environments that require seismic isolation, as well as to offer guidance for decisions in intermediate cases.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Three-Dimensional Analysis of Base-Isolated Structures
Author: David Alan Roke | Size: 607 KB | Format:PDF | Quality:Unspecified | Publisher: University of Pittsburgh | Year: 2005 | pages: 117
Base isolation has become a widely accepted method for earthquake resistant design of structures. However, the research in the field has been generally restricted to one-dimensional motion. Structural response is not limited to this one-dimensional motion, and the torsional effect of multidimensional motion contributes to the horizontal displacements. A threedimensional structure can not be modeled with multiple one-dimensional analyses; rather, a complete three-dimensional analysis must be undertaken, as shown in this study. Four separate analyses for the calculation of the dynamic response of a base-isolated structure will be presented in this study. The first two analysis procedures are for a single-story base-isolated structure. The last two procedures are for a multi-story base-isolated structure. The first procedure for each structure assumes a fully linear response, in which the bearings and the superstructure remain in the linear elastic range of response. The second procedure allows for a non-linear response from the bearings, in which each individual bearing may yield, changing the effective stiffness value. To expand upon the four analysis procedures, additional considerations presented in this paper include an appendix on the effect of bearing friction and an appendix on plasticity. These two concepts further enhance the applicability of the solution procedures.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Recommendations for the Design and Construction of Base Isolated Structures
Author: R .W. G . Blakeiey , A. W. Charleson , H.C. Hitchcock, L . M . Megget , M.J.N. Priestley bf R.D. Sharpe R.I. Skinner | Size: 4.8 MB | Format:PDF | Quality:Unspecified | Publisher: BULLETIN OF THE NEW ZEALAND NATIONAL SOCIETY FOR EARTHQUAKE ENGINEERING, VOL. 12, NO. 2 JUNE 1979 | Year: 1979 | pages: 22
The philosophy of base isolation of structures, generally using
flexible mountings and mechanical energy dissipating devices, is reviewed. Applications of the approach to buildings, bridges, nuclear power plants, equipment and structures rocking on their foundations are described. Where possible, recommended code provisions and design rules are given. The characteristics of the mechanical energy dissipating devices developed to date are discussed and material specification provisions presented. The requirements for construction of base isolated structures and for maintenance of the devices are given. Finally, recommendations are made on matters for future research.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Performance of Non-Linear Elastomeric Base-Isolated building structure
Author: Gomase O.P , Bakre S.V | Size: 506 KB | Format:PDF | Quality:Unspecified | Publisher: INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 1, 2011 | pages: 12 | ISBN: 0976 – 4399
The seismic response of multistory building supported on base isolation is investigated under real earthquake time history motion. The force deformation behavior of an isolator is modeled as Bi-linear hysteretic behavior which can be effectively used to model all isolation system in practice. Uniform Building Code (UBC-97) is widely used in design of base isolation systems which contains provision according for near fault effect. In order to investigate the performance of base isolation systems, design according to UBC-97 under near fault earthquake. Non-linear time history analysis of a four storey base isolated building, located at close to an active fault. The isolation system is composed of high damping rubber bearing. Design displacements are estimated using UBC-97 parameter. The building is subjected to 1979 El-Centro, 1995 Kobe and 1994 Northridge earthquakes. The analysis result shows that UBC-97 predicts isolator displacements successfully. Floor acceleration and inter-story drifts of the subject base isolated building are significantly reduced when compared to its fixed base counterpart.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: KKVAZE | Size: 1.9 MB | Format:PDF | Quality:Unspecified | Publisher: Sa¯dhana¯ Vol. 38, Part 5, October 2013, pp. 971–997.c Indian Academy of Sciences | Year: October 2013 | pages: 27
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
![[Image: 78566602749578947335.png]](https://pic.civilea.com/images/78566602749578947335.png)
![[Image: info.png]](http://postgen.civilea.com/icon/info.png){kind=icon}
![[Image: download.png]](http://postgen.civilea.com/icon/download.png){kind=icon}
![[Image: 72833509979551282187.png]](https://pic.civilea.com/images/72833509979551282187.png)
![[Image: 85088821589207050738.png]](https://pic.civilea.com/images/85088821589207050738.png)
![[Image: 25550688452602781005.png]](https://pic.civilea.com/images/25550688452602781005.png)
![[Image: 11051934633784448278.png]](https://pic.civilea.com/images/11051934633784448278.png)
![[Image: 60511147946530014746.png]](https://pic.civilea.com/images/60511147946530014746.png)
![[Image: 80633580867997600537.png]](https://pic.civilea.com/images/80633580867997600537.png)
![[Image: 44480061573468918208.png]](https://pic.civilea.com/images/44480061573468918208.png)