National Geographic: London's Olympic Stadium (2012) PDTV XviD AC3 English | 00:44:56 | XviD | 720x400 | 25.00fps 2184 Kbps | AC3 128 Kbps 48.0khz | 698.9MB Genre: Documentary The eyes of the world will be watching when Jessica Ennis, Mo Farah, Usain Bolt and Co.’ go for gold’ at the London 2012 Olympic Games. But for some, the real star of the show won’t be on the track – it will be the athletics stadium itself. In the UK premiere of London’s Olympic Stadium take your seat inside the 80,000 capacity, ?486 million arena that’s helped to transform the previously unfancied area of East London. Those lucky enough to have a ticket will enter a truly world-class sports venue that will form a fitting destination for the greatest show on Earth. And that’s not all: with London aiming to host the greenest Games ever, the eco-engineered stadium has been designed to be downsized afterwards, leaving behind a customised 25,000-seat athletics arena. Find out how some 5,000 workers battled freak weather conditions, a derelict site and the global financial crash to realise their very own Olympic dream.
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My colleague has partecipated at this congress about Mechanized Tunnelling in Urban Areas, which took place in Rome, Italy, in April 2012.
Topics:
- Mechanized tunnelling in soft soil. General aspects & history of the machine’s development, Rick LOVAT
- Face pressure design in mechanized tunnelling, George ANAGNOSTOU
- Slurry Shield tunnelling design, Markus THEWES
- EPB Tunnelling design. Investigations, soil conditioning and backfilling technology, Daniele PEILA & Sebastiano PELIZZA
- Segment lining design, Fritz GRUEBL
- Use of fibers in segment lining and structural design, Giovanni PLIZZARI
- Geological & geotechnical issues related to the design of ‘Martina’, the world’s largest EPB TBM (15.62 m in diameter) Giuseppe LUNARDI
- Surface settlements. Design theory, Giulia VIGGIANI
- Metro Roma case history. Settlement study and analysis of stability of buildings, Andrea SCIOTTI
- Bologna underground railway by-pass case history. Description of the work and use of compensation grouting, Robert MAIR
- Risk management and real time monitoring of settlements. Application to relevant case histories, Piergiorgio GRASSO
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The Tallest Tower: Building The Shard (2012) PDTV XviD AC3 English | 00:47:05 | XviD | 720x400 | 25.00fps 2084 Kbps | AC3 128 Kbps 48.0khz | 699.4MB Genre: Documentary The story of The Shard - the colossal glass skyscraper that has transformed London's skyline. Built against a backdrop of massive public opposition and one of the worst recessions in history, this feat of architectural engineering in the heart of the capital will stand at over 1000 feet - the tallest tower in Western Europe. Love it or hate it, The Shard is destined to become one of London's most dominant landmarks. The film lifts the lid on the challenges and achievements of an enormous engineering project in a densely populated area of London. The demanding construction schedule required builders to add a new floor every seven days, and has used 100,000 tonnes of concrete, 11,468 glass panels, a spire made of 500 tonnes of steel and the UK's tallest crane. On completion, this 1016 foot 'vertical town' will include office space, the highest residential apartments in the UK, a five-star hotel, restaurants and public viewing galleries. Its construction is the dream of property developer Irvine Sellar, a former fashion-store owner, who appointed world-renowned architect Renzo Piano, who's famous for landmark buildings including Paris's Pompidou Centre and the home of the New York Times. Filmed over four years, The Tallest Tower: Building the Shard provides exclusive behind-the-scenes access to this architectural journey, and the story of one man's desire to leave a lasting mark on the capital.
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This publication contains the papers originally presented in a symposium on the topic of thin reinforced cementitious products organized by ACI Committee 549, Thin Reinforced Cementitious Products and Ferrocement, during the ACI 2003 Spring Convention held in Vancouver, British Columbia, Canada. The symposium explored current state-of-the-art and recent advances in material science, manufacturing methods, and practical applications of thin reinforced cementitious products.
The topics covered in this publication include material science of textile reinforced concrete, use of textile reinforced concrete for integrated formwork and exterior cladding panels, prestressed thin-sheet concrete products, ultra-high-performance thin precast concrete products, production of concrete tubes by centrifugation method, freezing-and-thawing durability of commercial fiber-reinforced cement boards, structural evaluation of cement-skin sandwich building systems, microwave accelerated curing method for producing precast cementitious products, history of glass fiber-reinforced concrete (GFRC) products, and modeling of cement-based laminate composites.
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Author: P.A. Timler,G.L.kulak | Size: 3.27 MB | Format:PDF | Quality:Scanner | Publisher: University of Alberta | Year: 1983 | pages: 112
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ANALYSIS OF STEEL PLATE SHEAR WALLS USING THE MODIFIED STRIP MODEL
Author: Jonah J. Shishkin,Robert G. Driver | Size: 2.80 MB | Format:PDF | Quality:Original preprint | Publisher: University of Alberta | Year: 2005 | pages: 164
ABSTRACT
Unstiffened steel plate shear walls are an effective and economical method of resisting
lateral forces on structures due to wind and earthquakes. Engineers in the workplace
require the ability to assess the inelastic structural response of steel plate shear walls
using conventional analysis software that is commonly available and is relatively simple
and expeditious to use. The strip model, a widely accepted analytical tool for steel plate
shear wall analysis, is refined based on phenomena observed during loading of steel plate
shear walls in the laboratory. These observations are modelled first in detail and then
simplified to provide an accurate prediction of the overall inelastic behaviour, while
being efficient to model. The modifications are tested on several test specimens to
validate their use. A parametric study examines the effect of varying the angle of
inclination of the tension strips on the predicted inelastic behaviour of the model.
TABLE OF CONTENTS
ABSTRACT....................................................................................................................... i
ACKNOWLEDGEMENTS ............................................................................................. ii
TABLE OF CONTENTS ................................................................................................ iii
LIST OF TABLES........................................................................................................... vi
LIST OF FIGURES........................................................................................................ vii
LIST OF SYMBOLS ....................................................................................................... ix
1. INTRODUCTION...................................................................................................... 1
1.1 BACKGROUND ........................................................................................................ 1
1.2 OBJECTIVES AND SCOPE ......................................................................................... 1
1.3 CHAPTER OVERVIEW.............................................................................................. 2
2. LITERATURE REVIEW.......................................................................................... 4
2.1 INTRODUCTION....................................................................................................... 4
2.2 MIMURA AND AKIYAMA (1977) ............................................................................. 5
2.3 THORBURN ET AL. (1983)........................................................................................ 5
2.4 TIMLER AND KULAK (1983) ................................................................................... 7
2.5 TROMPOSCH AND KULAK (1987)............................................................................ 8
2.6 ELGAALY ET AL. (1993A)........................................................................................ 9
2.7 XUE AND LU (1994) ............................................................................................. 10
2.8 DRIVER ET AL. (1997; 1998A, B)........................................................................... 11
2.9 ELGAALY AND LIU (1997) .................................................................................... 14
2.10 LUBELL (1997) ..................................................................................................... 14
2.11 TIMLER ET AL. (1998) ........................................................................................... 17
2.12 REZAI (1999)........................................................................................................ 18
2.13 ASTANEH-ASL (2001) .......................................................................................... 19
2.14 KULAK ET AL. (2001) ............................................................................................ 19
2.15 BEHBAHANIFARD ET AL. (2003) ............................................................................ 21
2.16 BERMAN AND BRUNEAU (2003) ........................................................................... 22
2.17 KHARRAZI ET AL. (2004)....................................................................................... 23
3. DETAILED MODEL............................................................................................... 33
3.1 INTRODUCTION..................................................................................................... 33
3.2 TEST SPECIMEN AND MODEL GEOMETRY AND LOADING ..................................... 34
3.3 PANEL ZONES....................................................................................................... 35
3.4 PLASTIC HINGES................................................................................................... 36
3.5 COMPRESSION STRUT ........................................................................................... 38
3.6 DETERIORATION OF INFILL PLATE........................................................................ 39
3.7 DETAILED MODEL ANALYSIS AND RESULTS ........................................................ 40
3.7.1 Pushover Analysis Overview............................................................................ 40
3.7.2 Pushover Analysis of the Detailed Model ........................................................ 42
3.7.3 Pushover Analysis Results................................................................................ 43
3.8 SUMMARY ............................................................................................................ 44
4. THE SIMPLIFIED MODEL................................................................................... 53
4.1 INTRODUCTION..................................................................................................... 53
4.2 FRAME–JOINT ARRANGEMENT............................................................................. 53
4.3 CROSSHATCHING OF DIAGONAL TENSION STRIPS................................................. 55
4.4 BILINEAR PLASTIC HINGES................................................................................... 56
4.5 DETERIORATION HINGE AND COMPRESSION STRUT ............................................. 57
4.6 PUSHOVER ANALYSIS RESULTS FOR THE SIMPLIFIED MODEL .............................. 58
4.7 SENSITIVITY ANALYSIS ON THE COMPRESSION STRUT LIMITING STRESS............. 59
4.8 MODIFIED STRIP MODEL FRAME FORCE RESULTS................................................ 59
4.9 SUMMARY ............................................................................................................ 61
5. VALIDATION OF THE MODIFIED STRIP MODEL....................................... 77
5.1 INTRODUCTION..................................................................................................... 77
5.2 TIMLER AND KULAK (1983) SPECIMEN ................................................................ 77
5.2.1 Model Geometry and Loading.......................................................................... 77
5.2.2 Analysis Results and Model Refinements......................................................... 80
5.3 LUBELL (1997) ONE–STOREY SPECIMEN (SPSW2).............................................. 82
5.3.1 Model Geometry and Loading.......................................................................... 82
5.3.2 Analysis Results and Model Refinements......................................................... 83
5.4 LUBELL (1997) FOUR–STOREY MODEL (SPSW4)................................................ 85
5.4.1 Model Geometry and Loading.......................................................................... 85
5.4.2 Analysis Results and Model Refinements......................................................... 86
5.5 SUMMARY ............................................................................................................ 87
6. PARAMETRIC STUDY.......................................................................................... 97
6.1 INTRODUCTION..................................................................................................... 97
6.2 DESIGN CRITERIA ................................................................................................. 97
6.3 PARAMETERS...................................................................................................... 100
6.4 ONE-STOREY MODELS ....................................................................................... 101
6.4.1 Model Arrangement and Design .................................................................... 101
6.4.2 Analysis and Results....................................................................................... 103
6.5 FOUR-STOREY MODELS...................................................................................... 104
6.5.1 Model Arrangement and Design .................................................................... 104
6.5.2 Analysis and Results....................................................................................... 105
6.6 FIFTEEN-STOREY MODELS ................................................................................. 108
6.6.1 Model Arrangement and Design .................................................................... 108
6.6.2 Analysis and Results....................................................................................... 109
6.7 SUMMARY .......................................................................................................... 110
7. SUMMARY AND CONCLUSIONS..................................................................... 129
7.1 SUMMARY .......................................................................................................... 129
7.2 CONCLUSIONS .................................................................................................... 132
7.3 RECOMMENDATIONS FOR FUTURE RESEARCH.................................................... 134
REFERENCES.............................................................................................................. 136
APPENDIX A................................................................................................................ 141
1. INTRODUCTION
1.1 Background
Numerous research programs have confirmed that steel plate shear walls are an effective
method of resisting lateral forces on structures such as those due to wind and
earthquakes. Moreover, they have been shown to be an economical solution (Timler et al.
1998). A conventional steel plate shear wall consists of thin and unstiffened steel plates
bounded by steel columns and beams. Steel plate shear walls can be multiple storeys high
and can be one or more bays wide with either simple shear or moment–resisting beam-tocolumn
connections. The primary mechanism for resisting storey shears arising from
lateral loads comes from the post-buckling inclined tension field that forms in the infill
plate. Steel plate shear walls have been shown to possess considerable strength, ductility,
redundancy, and robustness (e.g., Timler and Kulak 1983, Driver et al. 1997; 1998a).
Modern design codes and standards are increasingly requiring an accurate assessment of
inelastic structural response. However, current methods of analysing steel plate shear
walls to obtain a reasonable approximation of the complete structural response curve
require the use of sophisticated nonlinear finite element software or, alternatively, elastic
analyses that must be supplemented with time consuming hand calculations. While
research institutions often use powerful and sophisticated software packages, they are not
common in industry. Design engineers require the ability to assess inelastic structural
response using conventional analysis software that is commonly available and is
relatively simple and expeditious to use. Most analysis software used by design engineers
are elastic analysis programs that utilise inelastic methods, such as rigid–plastic hinges, to
approximate the post-yield behaviour of a structure.
1.2 Objectives and Scope
This research proposes refinements to the strip model, as described by Thorburn et al.
(1983), to obtain a more accurate prediction of the inelastic behaviour of steel plate shear
walls using a conventional structural engineering software package. The refinements are
based on observations from laboratory tests on steel plate shear wall specimens.
Modelling efficiency is also evaluated against accuracy of the solution. A modifiedversion of the strip model is proposed, which is shown to be efficient to generate while
maintaining a high degree of accuracy. The parameters of the proposed model are generic
and can be implemented into any structural analysis program with pushover analysis
capabilities. A parametric study is also performed to determine the sensitivity of the
predicted nonlinear behaviour to variations in the angle of inclination of the infill plate
tension field.
The research focuses on the pushover analysis method to obtain a good prediction of the
inelastic behaviour of steel plate shear wall test specimens, which for cyclically loaded
specimens is best captured by the envelope of the hysteresis curves. The research is
limited to the analysis of unstiffened steel plate shear walls with relatively thin infill
plates that contain no openings. While other analytical methods have been proposed to
predict the inelastic behaviour of steel plate shear walls, they are not examined in detail
in this report.
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AASHTO Guide Specifications for Horizontally Curved Steel Girder Highway Bridges with Design Examples for I-Girder and Box-Girder Bridges Now with step-by-step design examples, this title supersedes the 1993 edition of Guide Specifications for Horizontally Curved Highway Bridges (formerly GHC-3).
This publication AASHTO Guide Specifications for Horizontally Curved Steel Girder Highway Bridges is based on NCHRP Report 424, which provides the theoretical background for the development of those specifications.
It reflects the extensive research on curved-girder bridges that has been conducted since 1980 and many important changes in related provisions of the straight-girder specifications. Includes errata, which can also be downloaded below.
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Not Complete only 128 pages(Originally 412) without design examples
Redesign and move from Bad Post mybest
Dear member, please complete all information before post a new thread. If not, your thread will rest in Bad Post and your works become vain.
Anyone has a quality manual or a quality control plan of a geotechnical engineering firm?.
I ve been trying to develop one, as it is required by a client, but I am not sure if I am following the appropiate steps of any standard quality control plan of any geotechnical enginerering firm.
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