Journal articles
Author(s) | Title | Journal | Issue | Page | Category |
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Pelke , Eberhard; Kurrer, Karl-Eugen | The art of major bridge-building - Hellmut Homberg and his contribution to multiple cable-stayed spans | Steel Construction | 4/2012 | 251-265 | Reports |
AbstractBased on findings from Büchenauer Bridge (1956), the North Elbe Bridge in Hamburg (1963) and the bridge over the Rhine at Leverkusen (1965), Homberg designed and engineered the Friedrich Ebert Bridge across the River Rhine. This was the first bridge in the world with cables that distribute instead of concentrate the load transfer, and thus define the bridge deck as a continuous, elastically supported element and not as a beam on point supports. x | |||||
The diamond-shaped roof of the Vienna Central Railway Station* | Steel Construction | 4/2012 | 266-267 | Reports | |
ECCS News: Steel Construction 4/2012 | Steel Construction | 4/2012 | 268-272 | ECCS News | |
Content: Steel Construction 3/2012 | Steel Construction | 3/2012 | Content | ||
Larsen, Per Kr.; Aasen, Bjørn; Myhre, Kjetil | Nordic Steel Construction Conference 2012 | Steel Construction | 3/2012 | 137 | Editorial |
Laustsen, Bjarke; Nielsen, M. P.; Hansen, Thomas; Gath, Jesper | Stability of brackets and stiffeners in steel structures | Steel Construction | 3/2012 | 138-144 | Articles |
AbstractA special class of steel plates, called bracket plates, is commonly used for brackets and stiffeners. Designing these structural elements has proved to be a complex problem involving many parameters and different types of behaviour. The methods used for design are often conservative and simplified because the subject has received little attention. This paper attempts to shed light on the problem and develop a new and improved design method for triangular bracket plates, derived on the basis of a consistent theory. The new design method proposed is based on the theory of plasticity, practically the yield line theory. Using the new method to solve the buckling problem for bracket plates leads to a method that, compared with existing test results, supplies very good results. x | |||||
Ozbolt, Ana; Kuhlmann, Ulrike; Henriques, José; da Silva, LuÃs Simões | Behaviour of steel-to-concrete joints | Steel Construction | 3/2012 | 145-150 | Articles |
AbstractThis paper presents innovative solutions for connecting steel and composite beams to structural reinforced concrete walls, as developed within the RFCS research project “InFaSo”. Two types of joints were studied: pinned and moment-resistant. The evaluation of the behaviour of the joints was performed experimentally and complemented by the development of analytical component-based models. The comparison of the results revealed good agreement between models and experiments. The joints analysed were shown to be competitive solutions taking into account their structural performance, simplicity of modelling and execution. x | |||||
Renner, Anja; Lange, Jörg | Load-bearing behaviour of high-strength bolts in combined tension and shear | Steel Construction | 3/2012 | 151-157 | Articles |
AbstractBolts were tested under different combinations of tension and shear in order to estimate how bolts generally behave in combined tension and shear, what influence the strength grade has and to be able to assess the validity of the old and new standard rules. To assure results that not only represent the behaviour of round steel, but of a bolt as such, a test setup was developed that ensured a construction situation as realistic as possible. The results of these tests are summarized in this paper. x | |||||
Xiang, Haifan | Cable-Stayed Bridges. 40 Years of Experience Worldwide. From H. Svensson | Steel Construction | 3/2012 | 157 | Book review |
Ritakallio, Pekka O. | Cold-formed high-strength tubes for structural applications | Steel Construction | 3/2012 | 158-167 | Articles |
AbstractCold-formed hollow sections are the dominant tubular construction material. The applicability of cold-formed tubes is sometimes questioned because of doubts about low-temperature ductility, deformation capacity of welded joints, suitability for welding in the cold-formed corner, poor fatigue behaviour of the corner or suitability for hot-dip galvanizing. It is also claimed that by choosing hot-finished tubes, such risks can be automatically avoided. This study confirms that appropriate tube manufacturing yields cold-formed EN 10219 tubes in grades S355J2H to S460MH with a performance equal to or better than hot-finished tubes. Properly made cold-formed high-strength tubes are available for fabricating efficient lightweight structures and can be safely used even at low temperatures without the aforementioned doubts. x | |||||
Anton Tedesko Medal awarded to Paul Grundy | Steel Construction | 3/2012 | 167 | People | |
Schiborr, Markus; Stranghöner, Natalie | Experimental investigations into the application of direct tension indicators with preloaded structural bolting assemblies (HV system) to EN 1090-2 | Steel Construction | 3/2012 | 168-174 | Articles |
AbstractEN 1090-2 provides several tightening methods for the preloading of bolting assemblies. One of the prescribed procedures is the use of direct tension indicators, so-called DTIs, with lubrication according to k-class K0. According to the definition of k-class K0, the lubrication should not have an influence on achieving the required preloading force Fp,C. For this reason, the main focus of the investigations presented here was how the lubrication influences the behaviour of preloaded HV bolting assemblies with and without DTIs. The experimental investigations were carried out on the institute’s own tightening torque testing machine. x | |||||
Somaini, Diego; Knobloch, Markus; Fontana, Mario | Buckling of steel columns in fire: non-linear behaviour and design proposal | Steel Construction | 3/2012 | 175-182 | Articles |
AbstractIn a fire the buckling strength of steel columns is heavily influenced by the distinctly non-linear material behaviour of steel at elevated temperatures. A general analytical model that explicitly includes the non-linear material behaviour is presented here and verified with full-scale tests at elevated temperature. Based on test results and this general model, a new model for flexural buckling is developed which can be used to design slender columns and allows non-linear stress-strain relationships, geometrical imperfections and load eccentricities to be considered. In addition, the model can be easily extended to include local cross-section instabilities describing the interaction between local and global buckling phenomena. x | |||||
Kindmann, Rolf; Vette, Jan | General information for and improvements to the design with scheduled torsion according to EN 1993-1-1 | Steel Construction | 3/2012 | 183-190 | Articles |
AbstractFirst of all, this article outlines and discusses the design rules for torsional loading according to EN 1993-1-1. Afterwards, the partial internal force method for I-, U- and Z-sections is presented. The verification for arbitrary internal forces is possible with this alternative method. The methods are compared and verified by existing test results. x | |||||
Ruukki delivers the steel structures for the largest shopping centre in Scandinavia | Steel Construction | 3/2012 | 190 | News | |
Maraveas, Chrysanthos; Swailes, Thomas; Wang, Yong | A detailed methodology for the finite element analysis of asymmetric slim floor beams in fire | Steel Construction | 3/2012 | 191-198 | Articles |
AbstractThe aim of this paper is to present a detailed methodology for the three-dimensional finite element analysis of asymmetric slim floor beams under fire conditions. A fully controlled solution process is suggested through a detailed step-by-step presentation of the simulation parameters incorporated into the model. Work has been carried out so that any asymmetric slim floor beam can be assessed using the same consistent method, which is validated against two reported fire tests. Time-temperature and time-vertical displacement curves are calculated for the appropriate comparisons with experimental results, which show that the proposed methodology can accurately predict the thermal and structural behaviour of such beams. x | |||||
Outstanding Structure Award 2012 | Steel Construction | 3/2012 | 198 | News | |
ECCS News: Steel Construction 3/2012 | Steel Construction | 3/2012 | 199-202 | ECCS News | |
AbstractConferences x | |||||
Puthli, Ram | Frans Bijlaard reaches 65 | Steel Construction | 3/2012 | 203 | People |
The Developing City Exhibition | Steel Construction | 3/2012 | 203 | News | |
Rinke, Mario | Vom Eisenbau zum Stahlbau. Tragwerke und ihre Protagonisten in Berlin 1850-1925. From Ines Prokop | Steel Construction | 3/2012 | 204 | Book review |
Content: Steel Construction 2/2012 | Steel Construction | 2/2012 | Content | ||
Wieschollek, Matthias; Schillo, Nicole; Feldmann, Markus; Sedlacek, Gerhard | Lateral-torsional buckling checks of steel frames using second-order analysis | Steel Construction | 2/2012 | 71-86 | Articles |
AbstractThis article summarizes the rules given in EN 1993-1-1 [2] for using second-order analysis to check the flexural and lateral-torsional buckling of members and systems loaded in the strong plane of their cross-section which may not fail due to out-of-plane instability. x | |||||
Ungermann, Dieter; Brune, Bettina; Lübke, Sebastian | Experimental investigations on plain channels in coupled instabilities | Steel Construction | 2/2012 | 87-92 | Articles |
AbstractThis paper presents experimental investigations on thin-walled steel members with C-cross sections subjected to both local and global buckling failure. Different cross sections, buckling length and steel grades have been investigated for welded and cold-formed sections. Experimental tests on stub columns with only local buckling failure and on longer columns with combined local and global buckling will be presented. The stub column tests focused on the local buckling mechanisms with respect to axial compression loading and combined compression and bending. By testing longer columns subjected to both local and global buckling, the interaction of local and global buckling failure will be addressed. Therefore results will be based on general observations from the local buckling stub column tests. The influence of initial global geometric imperfections with respect to size and shape will be identified as crucial for the overall ultimate buckling strength of C-sections subjected to coupled instabilities. x | |||||
Maljaars, Johan; van Dooren, Frank; Kolstein, Henk | Fatigue assessment for deck plates in orthotropic bridge decks | Steel Construction | 2/2012 | 93-100 | Articles |
AbstractSince the 1960s, orthotropic deck plates of highway bridges have been built with large cold-formed trapezoidal stiffeners supporting a deck plate with a thickness of approx. 12 mm. The maximum cross-beam spacing is approx. 4 m. A number of these bridge decks in The Netherlands suffer from fatigue cracks in the deck plate. First cracks have been observed after about 30 years in service. In one particular movable bridge, the cracks were found after only seven years. In many other countries, this type of crack has not yet been observed. x |