Finite Element Analysis and Design of Metal Structures
Author: Ehab Ellobody, Ran Feng, Ben Young | Size: 16 MB | Format:PDF | Quality:Original preprint | Publisher: Butterworth-Heinemann | Year: 2013 | pages: 211 | ISBN: 0124165613
Traditionally, engineers have used laboratory testing to investigate the behavior of metal structures and systems. These numerical models must be carefully developed, calibrated and validated against the available physical test results. They are commonly complex and very expensive. From concept to assembly, Finite Element Analysis and Design of Metal Structures provides civil and structural engineers with the concepts and procedures needed to build accurate numerical models without using expensive laboratory testing methods. Professionals and researchers will find Finite Element Analysis and Design of Metal Structures a valuable guide to finite elements in terms of its applications.
Presents design examples for metal tubular connections
Simplified review for general steps of finite element analysis
Commonly used linear and nonlinear analyses in finite element modeling
Realistic examples of concepts and procedures for Finite Element Analysis and Design
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:
***************************************
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:
Abstract
In conventional design of pile foundations, all loads are taken by the piles, i.e. the contact pressure between the raft and the soil is neglected. In the last decades geotechnical engineers have started to take this pressure into account in design of pile foundation. Such a foundation, where the raft and the piles interact to transfer the loads to the ground, is in this dissertation called piled raft foundation or piled raft.
Analysis of piled rafts requires numerical methods, due to complex soil-structure interaction. In this dissertation four different modelling approaches for analysis of piled raft foundation are compared; a full three dimensional finite element method model (FEM model) and also three plane strain FEM models (i.e. two dimensional models). All models are carried out by using programs developed by Plaxis, i.e. Plaxis 3DFoundation and Plaxis 2D, respectively. The plane strain models are similar but differ in the way of modelling the interaction between the piles and the soil. The first plane strain model is introduced in Chapter 3.4.2. Since this model produce questionable results, due to too weak modelling of the pile-soil interaction, two alternative models are introduced in Chapter 8.4 and 8.5 (called AM1 and AM2). Piled raft foundations are three dimensional problems, in a two dimensional analysis one has to introduce simplifications and thereby inaccuracies. However, it could still be convenient to use this method since it is faster and the software is less expensive. The inaccuracies in a 2D model compared to a 3D model will vary depending on the characteristics of the problem. The object of the work is to study the inaccuracies and how these changes as the characteristics of the problem change.
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:
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:
![[Image: 95872364398146531867.jpeg]](https://pic.civilea.com/images/95872364398146531867.jpeg)
![[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: password.png]](http://postgen.civilea.com/icon/password.png){kind=icon}
![[Image: 90532142797412634172.jpg]](https://pic.civilea.com/images/90532142797412634172.jpg)
![[Image: 78566602749578947335.png]](https://pic.civilea.com/images/78566602749578947335.png)
![[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)