The acrosswind response of isolated reinfe~c~d concrete chimneys of circular
cross-section is studied using wind tunnel tests, full-scale measureme,~ts and
response predictions based on semi-empirical methods. Three chimneys with available
full-scale response observations were selected for this study to compare their
measured and predicted responses. The wind tunnel experiments involved measurements
of unsteady aerodynamic loads on rigid models of circular cross-section and
aeroelastic response of scale models of full-scale chimenys. Tests were conducted
initially on smooth surface models, which were repeated with artificially roughened
surface. Attachment of discrete two dimensional surface roughness helps to simulate
artificially flow field features past a cylinder that represent the characteristics of high
Reynolds number flows. Utilizing this roughness configuration permits response
prediction of chimneys in boundary layer wind tunnels with a good agreement with
the observed full-scale response.
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BUCKLING OF ABOVEGROUND STORAGE TANKS WITH CONICAL ROOF
Author: Luis A. Godoy and Julio C. Mendez-Degró | Size: 256 KB | Format:PDF | Quality:Original preprint | Publisher: Luis A. Godoy and Julio C. Mendez-Degró | pages: 8
The buckling of aboveground circular steel tanks with conical roof is considered in this paper. The
specific source of loads investigated is wind action during hurricane storms in the Caribbean islands.
The structure is modeled using a finite element discretization with the computer package ALGOR.
Bifurcation buckling of the shell is computed for a given static wind pressure distribution. Then the
bifurcation loads and buckling modes are compared with the evidence of real tanks that failed during
hurricane Georges in Puerto Rico in 1998. Several pressure distributions are assumed for the roof of the
tank, and it is shown that the results are highly sensitive to the choice of pressures.
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This report presents results from an investigation of the structural behaviour of a 90 m high steel chimney equipped with a mechanical damper at the top. Due to a mistake in installing the chimney the damper was not active in the first period of service life, causing large oscillations of the structure and fatigue cracks to occur within a few months of service. Because of this an extensive investigation was started to rectify the action of the damper, repair the steel structure and to monitor the behaviour of the structure adopting a fail-safe principle. Data from four years of continuous measurements are presented in the report. VEAB of Växjö, Sweden is owner of the chimney, being part of a delivery of an electrostatic precipitator of the Sandvik II biomass power plant at Växjö. ABB Fläkt Industri AB of Växjö was contractor for the electrostatic precipitator including the chimney (activities of the company later subdivided between Alstom Power Sweden AB and ABB). The chimney was fabricated and erected by the subcontractor VL Staal A/S of Esbjerg, Denmark.
The authors are indebted to all parties involved for making it possible to present the results in this form. Special thanks are due to Mr Ulf Johnson of VEAB, Mr Lars Palmqvist of ABB Automation Systems AB, Mr Stig Magnell of Dryco AB, Messrs Rolf Snygg and Thomas Väärälä of Alstom Power Sweden AB, and Mr Stig Pedersen of VL Staal A/S.
The investigation presented in this report was initiated by VEAB, for which the second author acted as a consultant. The compilation of data and preparation of most parts of this report were made by the first author. The second author has acted mainly as advisor for the investigation.
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Wind-induced pressures acting on the Wind Engineering Research Field Laboratory
(WERFL) of Texas Tech University are integrated over each surface to obtain three
forces and moments at the base of the building along the three principal axes with its
origin at the geometric center of the building. Mean and fluctuating pressure
distributions around the WERFL building are investigated, and the pressure
distributions producing maximum fluctuating along-wind loading, across-wind
loading, and torsional moment are studied, and the correlation between these forces is
studied, a method to investigate the load combination of these forces is proposed.
WERFL building is also used for estimation of wind loading effects and
corresponding gust response factors and background factors, and a wind tunnel model
of Tokyo Polytechnic University is also utilized. The gust factors and back ground
factors of responses of these two buildings under wind loading are calculated
respectively. The responses calculated by pressure time histories are compared to
those calculated by applying ASCE7-05. Methods to investigate universal equivalent
static wind load are applied to both buildings. Several equivalent static wind loading
(ESWL) methods are compared, and the universal ESWL method is applied to
WERFL building and another modified universal ESWL method is also utilized for
WERFL building.
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TABLE OF CONTENTS
1. SUMMARY OF CALCULATIONS........................................................................................... 4
1.1 CHANGES IN REVISION ................................................................................................... 4
1.2 EFFECT OF INCREASED RUBBER SHEAR MODULUS...................................................................... 4
1.2.1 ISOLATION SYSTEM DISPLACEMENTS AND FORCES............................................................. 4
1.2.2 DYNAMIC PROPERTIES AND DAMPING ........................................................................... 5
1.2.3 TEST CONDITIONS.................................................................................................. 5
2. PROJECT REQUIREMENTS ................................................................................................... 7
2.1 REFERENCES................................................................................................................. 7
2.2 DESIGN CONDITIONS..................................................................................................... 7
3. PROCEDURES USED FOR BEARING DESIGN.......................................................................... 9
3.1 DEFINITIONS ................................................................................................................ 9
3.2 CALCULATION OF EQUIVALENT SHEAR STRAINS ..................................................................... 10
3.3 LIMITING STRAIN CRITERIA............................................................................................... 11
3.3.1 AASHTO LIMITING STRAIN CRITERIA........................................................................... 11
3.4 VERTICAL LOAD STABILITY ................................................................................................ 11
3.4.1 AASHTO VERTICAL LOAD STABILITY ............................................................................ 11
3.5 AASHTO LATERAL RESTORING FORCE ................................................................................ 13
3.6 LATERAL STIFFNESS PARAMETERS FOR BEARING....................................................................... 13
3.7 SYSTEM PROPERTY MODIFICATION FACTORS......................................................................... 15
3.7.1 AGE CHANGE IN PROPERTIES ................................................................................... 16
3.7.2 TEMPERATURE CHANGE IN PROPERTIES......................................................................... 17
3.7.3 MODIFICATION FACTORS USED FOR DESIGN................................................................. 17
4. BEARING DESIGN CALCULATIONS.................................................................................... 19
4.1 ANALYSIS RESULTS USED FOR ISOLATION SYSTEM DESIGN......................................................... 19
4.2 DESIGN LOADS ........................................................................................................... 20
4.3 MATERIAL PROPERTIES .................................................................................................... 20
4.4 BEARING SHAPE .......................................................................................................... 20
4.5 BEARING DIMENSIONS.................................................................................................. 21
4.6 BEARING PROPERTIES..................................................................................................... 22
4.7 LIMITING STRAIN CALCULATIONS ...................................................................................... 23
4.7.1 AASHTO CRITERIA ............................................................................................... 23
4.7.1.1 AASHTO Equation 25 ............................................................................................................. 23
4.7.1.2 AASHTO Equation 26 ............................................................................................................. 24
4.7.1.3 AASHTO Equation 27 ............................................................................................................. 24
4.8 VERTICAL LOAD STABILITY ................................................................................................ 25
4.8.1 AASHTO REQUIREMENTS ....................................................................................... 25
4.9 RESTORING FORCE....................................................................................................... 26
4.10 EFFECTIVE STIFFNESS AND DAMPING .............................................................................. 27
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Contents of Midas Gen Advanced Webinar - Dynamic Analysis Time History(27 Nov 2012)
1. Seismic Design for New Buildings
2. Seismic Design for Existing Buildings
3. Base Isolators and Dampers
4. Mass
5. Damping
6. Modal Analysis
7. Fiber Analysis
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This European Standard EN 1993-1-12, “Eurocode 3: Design of steel structures: Part 1-12: Additional rules for the extension of EN 1993 up to steel grades S 700”, has been prepared by Technical Committee CEN/TC250 « Structural Eurocodes », the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes.
This European Standard shall be given the status of a National Standard, either by publication of an identical text or by endorsement, at the latest by August 2007, and conflicting National Standards shall be withdrawn at latest by March 2010.
According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
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I opened this topic to ease the search for appropriate translation or meaning of English words and phrases.
Best regards,
Grunf
Can someone describe or show by picture meaning of phrase "mat caisson foundation"
Croatian speaking users can send me the translation using PM system. I'm reading some article, not having any picture shoving structure nor foundation and there is just one sentence saying "Foundation of structures is mat caisson foundation with
4.1m thickness".
I know the meaning of separated words, but not the meaning of the whole phrase as this is not the area I'm involved much.
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