Author: H.G. Poulos , J.C. Small and H. Chow | Size: 3.2 MB | Format:PDF | Quality:Unspecified | Publisher: Geotechnical Engineering Journal of the SEAGS & AGSSEA Vol 42 No.2 June 2011 ISSN 0046-5828 | Year: 2011 | pages: 7
Piled raft foundations are increasingly being recognised as an economical and effective foundation system for tall buildings. This paper sets out some principles of design for such foundations, including design for the geotechnical ultimate limit state, the structural ultimate limit state and the serviceability limit state. The advantages of using a piled raft will then be described with respect to two cases: a
small pile group subjected to lateral loading, and then the design of the Incheon Tower in South Korea. Attention will be focussed on the improvement in the foundation performance due to the raft being in contact with, and embedded within, the soil.
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: Y.C. Uni & C.M. Chow | Size: 2 MB | Format:PDF | Quality:Unspecified | Publisher: Partners Sdn Bhd, Kuala Lumpur, Malaysia | Year: 2004 | pages: 20
Piled raft on soft ground is an economical foundation system where the bearing capacity of the raft is
taken into consideration in supporting the loads from superstructure. The friction piles in a piled raft
system are located strategically to enhance the bearing capacity of the raft and also to control settlement,
especially differential settlement and hence, these piles are commonly known as `settlement reducing
piles'. Therefore, piled raft is a technically competent foundation system and offers significant savings in
tenns of overall foundation cost as compared to conventional piled foundation. This is because
conventional piled foundation usually ignores the contribution of the raft and assumes the loads are
supported entirely by the piles. However, the use of piled raft foundation system requises careful design
and analysis as it involves complex pile-soif-structure interaction. In this paper, design issues on piled raft
foundation system wiil be discussed with particular reference to buildings on soft ground. However, the
approach presented in this paper is also applicable to more competent ground conditions. The design
approach is generally divided into two types, i.e. low-rise buildings (less than 3-storeys high) and
medium-rise buildings (3 to 5-storeys high). The piled raft foundation system lias been successfully
designed and constructed on soft ground, and case histories are 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:
Long-term fatigue analysis of welded multi-planar tubular joints for a fixed jacket offshore wind turbine
designed for a North Sea site in a water depth of 70 m is performed. The dynamic response of the jacket
support structure due to wind and wave loads is calculated by using a decoupled procedure with good
accuracy (Gao et al., 2010). Hot-spot stresses at failure-critical locations of each reference brace for 4
different tubular joints (DK, DKT, X-type) are derived by summation of the single stress components from
axial, in-plane and out of plane action, the effects of planar and non-planar braces are also considered. Both
a 2-parameter Weibull function and generalized gamma function are used to fit the long-term statistical
distribution of hot-spot stress ranges by a combination of time domain simulation for representative
environmental conditions in operational conditions of the wind turbine. A joint probabilistic model of
mean wind speed Uw, significant wave height Hs and spectral peak period Tp in the northern North Sea
is used to obtain the occurrence frequencies of representative environmental conditions (Johannessen,
2002). In order to identify the contributions to fatigue damage from wind loads, wave loads and the
interaction effect of wind and wave loads, 3 different load cases are analyzed: wind loads only; wave loads
only; a combination of wind and wave loads. The representative environmental condition corresponding
to the maximum contribution to fatigue damage is identified. Characteristic fatigue damage of the selected
joints for different models is predicted and compared. The effect of brace thickness on the characteristic
fatigue damage of the selected joints is also analyzed by a sensitivity study. The conclusions obtained in
this paper can be used as the reference for the design of future fixed jacket offshore wind turbines in North
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:
USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES
Author: Hamed AlAyed1 and Chung C. Fu2 | Size: 0.325 MB | Format:PDF | Quality:Unspecified | pages: 12
Nonlinear Static (Pushover) Procedure (NSP) is specified in the guidelines for seismic
rehabilitation of buildings presented by FEMA-273 [1] as an analytical procedure that can be used in
systematic rehabilitation of structures. However, those guidelines were presented to apply the
Displacement Coefficient Method (DCM) only for buildings. This study is intended to evaluate the
applicability of NSP by implementing the DCM to bridges. For comparison purposes, the Nonlinear
Dynamic Procedure (NDP) (or nonlinear time-history analysis), which is considered to be the most
accurate and reliable method of nonlinear seismic analysis, is also performed.
A three-span bridge of 97.5 meters (320 ft) in total length was analyzed using both the NSP-DCM
and nonlinear time-history. Nine time-histories were implemented to perform the nonlinear time-history
analysis. Three load patterns were used to represent distribution of the inertia forces resulting from
earthquakes. Demand (target) displacement, base shear, and deformation of plastic hinges obtained from
the NSP are compared with the corresponding values resulting from the nonlinear time history analysis.
Analysis was performed using two levels of seismic load intensities (Design level and Maximum
Considered Earthquake (MCE) level). Performance of the bridge was evaluated against these two seismic
loads. Comparison shows that the NSP gives conservative results, compared to the nonlinear time history
analysis, in the Design Level while it gives more conservative results in the MCE Level.
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: Gr. G. Penelis1 , A.J. Kappos | Size: 0.24 MB | Format:PDF | Quality:Unspecified | Publisher: Published by Elsevier Science Ltd. All rights reserved 12th European Conference on 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.
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:
"Direct simulation of the tensioning process of cable-stayed bridges"
Computers & Structures
Volume 121, May 2013, Pages 64–75
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:
Greetings to everyone, I would just like to know, what is the net salary for Civil / Structural
Engineers with 10 years design experience in industrial, petrochemical and power plants in Europe (Belgium, Germany, Netherlands ).
I would like to have a good idea for those who are working there.
I dont know how many amongst you all are aware of Cricket game and muddy or grassy pitches also called turfs but surprisingly each pitch(turf) as unique charachterstics and even some of the stadiums are known for the type of their turfs i.e turfs in subcontinent are mostly slow and not so much advantageous for fast bowlers where as pitches in Australia are known to be fast and bouncy thus making it advantageous for fast bowlers....
My concern being an engineer are :
1. What kind of engineering they use to make so variety of pitches?
2. If it is soil engineering, then is it more like soil engineering used in foundations of buildings/civil infrastructure or like soil sciences used in agriculture?
3. Is there any civil engineering organisation issuing any specification for construction of such turfs?
Your participation in this discussion is highly appreciated...
![[Image: 60032503820202428239.png]](https://pic.civilea.com/images/60032503820202428239.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: 87881246674495768819.png]](https://pic.civilea.com/images/87881246674495768819.png)
![[Image: 22431453595879092294.png]](https://pic.civilea.com/images/22431453595879092294.png)
![[Image: 71109879650051592801.jpg]](https://pic.civilea.com/images/71109879650051592801.jpg)