Dear Members ,
i need to access to Pearson DataBase like the following pages for clips , movies , supplementary materials and solution manuals of the civil engineering books:
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:
Posted by: freequo - 11-29-2012, 08:30 AM - Forum: Archive
- No Replies
Full-Scale Testing and Foundation Design - Honoring Bengt H. Fellenius
Author: Mohamad H. Hussein; K. Rainer Massarsch; Garland E. Likins; Robert D. Holtz | Size: Unknown MB | Format:PDF | Quality:Unspecified | Publisher: Geotechnical Special Publications | Year: 2012 | pages: 784 | ISBN: 9780784412084
Sponsored by the Geo-Institute of ASCE.
Full-Scale Testing and Foundation Design, GSP 227, honors Bengt H. Fellenius, Dr.Tech., P.Eng., for his noteworthy efforts to advance foundation engineering research, design, construction, and testing practices. From the beginning in Sweden of his 50-year career as a geotechnical engineer through nearly two decades as a professor of civil engineering at the University of Ottawa, Dr. Fellenius has made outstanding contributions in the international arena to the development and advancement of innovative approaches and practical methods for incorporating full-scale testing in foundation design, especially for deep foundations.
This collection contains 51 papers on the use of full-scale testing to enhance the design of foundations. Eighteen papers are reprints of landmark articles authored or co-authored by Dr. Fellenius. Thirty-three additional peer-reviewed papers written especially for this collection present test methods for various types of foundations and describe useful applications in a diversity of situations. These papers offer findings from interesting projects and document valuable lessons learned by some of the leading experts in the field of foundation engineering from around the world.
Full-Scale Testing and Foundation Design contains technical and practical information that will be valuable to geotechnical engineers, foundation specialists, researchers, and construction engineers.
Posted by: jacs127 - 11-29-2012, 07:19 AM - Forum: Archive
- No Replies
Dear Forum friends,
Following paper is required request friends to share if possible.
Romer, A. E. (1998). “Avoiding common thrust restraint mistakes.” Proc., ASCE Conf. on Pipelines in the Constructed Environment, J. P. Castronovo and J. A. Clark, eds., San Diego, 97–102.
EXACT EVALUATION OF THE LOCATION OF THE OPTIMUM TORSION AXIS
Author: E. M. MARINO AND P. P. ROSSI | Size: 125 KB | Format:PDF | Quality:Unspecified | Publisher: E. M. MARINO AND P. P. ROSSI | Year: 2003 | pages: 14
The paper addresses the issue of the evaluation of a reference axis which in multistorey buildings can play the
same role as the elastic centre in one-storey schemes. In this regard the authors propose an improvement to the
procedure previously suggested by Makarios and Anastassiadis for the evaluation of the position of the optimum
torsion axis. The above-mentioned researchers based their evaluation on a parametric analysis of asymmetric
frame-wall systems and thus defined the location of the optimum torsion axis only approximately. The authors,
instead, face the problem from an analytical point of view and propose mathematical expressions that rigorously
define the position of the same axis. Some examples are finally reported aiming at comparing the two approaches
and highlighting the improvements brought by the rigorous approach to the approximate determination of the
location of the optimum torsion axis.
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:
ENERGY DISSIPATION OF TUNED MASS DAMPERS DURING EARTHQUAKE EXCITATIONS
Author: K. K. F. WONG and Y. L. CHEE | Size: 504 KB | Format:PDF | Quality:Original preprint | Publisher: K. K. F. WONG and Y. L. CHEE | Year: 2003 | pages: 17
The effectiveness of energy-dissipative tuned mass dampers (TMD) on structural dynamic responses have been
studied extensively since its development in the 1970s. Its applications have recently been extended to the use
of active multiple tuned mass dampers. However, the process of a damper in improving a structure’s ability to
dissipate the earthquake’s input energy has never been investigated. In this research, the objective lies in studying
the process of structural energy transfer and the ability for the structure to dissipate energy. Numerical
simulations are performed to study the energy responses of structures with and without TMD installed. The effectiveness
of TMD in reduction of energy responses is also studied by using energy spectra and in a case study of
a six-storey building. Results show that TMD is more effective in reducing the energy responses for structures
with a moderate to long period of vibration than those for short period structures. In addition, TMD is very effective
in reducing both the maximum kinetic energy and strain energy of the structure, while it is also effective in
reducing the amount of damping energy that must be dissipated through the structure by providing an alternating
route of damping energy dissipation through the TMD
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: J. S. KUANG AND S. C. NG | Size: 215 KB | Format:PDF | Quality:Original preprint | Publisher: J. S. KUANG AND S. C. NG | Year: 2003 | pages: 13
Free vibration analysis is presented for general tall building structures, which may consist of any combination of
frames, shear walls, structural cores and coupled walls. Emphasis of the analysis is placed on the coupled
lateral–torsional vibration characteristic of the structures. Based on the continuum technique and D’Alembert’s
principle, the governing equation of free vibration and corresponding eigenvalue problem are derived. By applying
the Galerkin technique, a generalized method of solution is proposed for the analysis of coupled vibration
of general tall building structures. Based on the proposed method, a computation procedure is presented for
predicting the natural frequencies and associated mode shapes of the structures in coupled vibration. Numerical
investigation is conducted to validate the simplicity and accuracy of the proposed method. It has been shown
that the proposed analysis provides an effective way, particularly at the preliminary design stage, for evaluating
the vibration behaviour of tall buildings.
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:
Most international codes and standards provide guidelines and procedures for assessing the along-wind effects on tall
structures. Despite their common use of the ‘‘gust loading factor’’ ~GLF! approach, sizeable scatter exists among the wind effects
predicted by the various codes and standards under similar flow conditions. This paper presents a comprehensive assessment of the source
of this scatter through a comparison of the along-wind loads and their effects on tall buildings recommended by major international codes
and standards. ASCE 7-98 ~United States!, AS1170.2-89 ~Australia!, NBC-1995 ~Canada!, RLB-AIJ-1993 ~Japan!, and Eurocode-1993
~Europe! are examined in this study. The comparisons consider the definition of wind characteristics, mean wind loads, GLF, equivalent
static wind loads, and attendant wind load effects. It is noted that the scatter in the predicted wind loads and their effects arises primarily
from the variations in the definition of wind field characteristics in the respective codes and standards. A detailed example is presented to
illustrate the overall comparison and to highlight the main findings of this paper.
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:
A NUMERICAL METHOD FOR CHOICE OF WEIGHTING MATRICES IN ACTIVE CONTROLLED STRUCTURES
Author: AGRANOVICH, Y. RIBAKOV, AND B. BLOSTOTSKY | Size: 361 MB | Format:PDF | Quality:Original preprint | Publisher: AGRANOVICH, Y. RIBAKOV, AND B. BLOSTOTSKY | Year: 2003 | pages: 18
A feedback control system usually implements active and semi-active control of seismically excited structures.
The objective of the control system is described by a performance index, including weighting matrix norms. The
choice of weighting matrices is usually based on engineering experience. A new procedure for weighting matrix
components choice based on the parametric optimization method is developed in this study. It represents a twostep
optimization process. In the first step a discrete-time control system is synthesized according to a quadratic
performance index. In the second step the weighting coefficients are obtained using the results of the first step.
Numerical simulation of a typical structure subjected to earthquakes is carried out in order to demonstrate the
effectiveness of the proposed method. It shows that applying the proposed technique provides a choice of the
weighting matrices and results in enhanced structural behaviour under different earthquakes
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:
![[Image: 50608475751134238791.jpg]](https://pic.civilea.com/images/50608475751134238791.jpg)
![[Image: info.png]](http://postgen.civilea.com/icon/info.png){kind=icon}
![[Image: 04930444897891577241.jpg]](https://pic.civilea.com/images/04930444897891577241.jpg)
![[Image: 07666861363644833970.jpg]](https://pic.civilea.com/images/07666861363644833970.jpg)
![[Image: 40354165689522112343.jpg]](https://pic.civilea.com/images/40354165689522112343.jpg)
![[Image: download.png]](http://postgen.civilea.com/icon/download.png){kind=icon}
![[Image: 67286672112796107973.jpg]](https://pic.civilea.com/images/67286672112796107973.jpg)
![[Image: 54366966329111597478.jpg]](https://pic.civilea.com/images/54366966329111597478.jpg)
![[Image: 19114161881250778236.jpg]](https://pic.civilea.com/images/19114161881250778236.jpg)
![[Image: 50723939136846144568.jpg]](https://pic.civilea.com/images/50723939136846144568.jpg)
![[Image: 52777676403006270410.jpg]](https://pic.civilea.com/images/52777676403006270410.jpg)