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P 40 - Investigation of the beam composite using trapezoidal steel profiles with a height greater than 80 mm The use of steel profiled sheets offers a number of demonstrable advantages in the construction of floor slabs in terms of economy, construction time and construction process as well as safety on site, regardless of whether they are only used as permanent formwork for an in-situ concrete slab, as a load-bearing steel profiled sheet slab or as longitudinal field reinforcement for a steel profiled sheet composite slab. If a steel load-bearing structure is planned, its load-bearing capacity, rigidity and cost-effectiveness can be significantly improved if the concrete of the floor - created using steel profiled sheets - acts in conjunction with the steel beams. This is because the optimum combination of relatively inexpensive, compression-stiff concrete and bending and tension-stiff steel makes it possible to realise very efficient and therefore economical load-bearing structures. The ribs of the steel profile sheets usually run perpendicular to the girder, which can result in significant differences between the load-bearing, deformation and failure behaviour of steel profile sheet composite girders and comparable steel composite girders with solid concrete slabs. The effects of rib heights up to 3 inches (76 mm) have been intensively researched in English-speaking countries for 15 years; the results have been confirmed in recent years by German investigations and supplemented for some additional parameters and rib heights up to 80 mm. The results of this very practical research work have already been standardised in the USA; in Europe they were adopted in the "European Recommendations", which were published in Germany in 1975. A generally approved version of rules for the design of steel profile sheet composite beams with rib heights of up to 80 mm is expected in the near future. An extension of the scope of application to steel profile sheets with rib heights of up to 125 mm was soon requested. This would have the following advantages: - Higher steel profile sheets allow larger ceiling spans with little additional material expenditure. - Larger spans when using steel profile sheets as permanent formwork reduce the number of expensive auxiliary supports required for concreting. - Larger spans when using profiled steel sheets as a load-bearing floor element reduce the number of steel girders required. - The trapezoidal profiled sheets commonly produced for roofing on a large industrial scale usually have rib heights of over 80 mm and could now also be used for the construction of ceilings in steel sheet composite structures. - The larger cells that are inevitably created with greater rib heights allow cables to pass through unhindered without any openings in the beams. This research work was commissioned by the Studiengesellschaft für Anwendungstechnik von Eisen und Stahl e.v. and carried out by Prof. Roik, full professor at the Institute for Structural Engineering at the Ruhr University Bochum. The load-bearing, deformation and failure behaviour of steel profile sheet composite beams with rib heights between 80 and 125 mm was investigated. The investigations were initially carried out experimentally on so-called push-out test specimens and on 2 large-scale beam tests. The results of the beam tests were compared with the results of theoretical investigations carried out in parallel with the tests. The main result is the submission of proposals for practical design formulae for anchor load-bearing capacities in high, slender ribs; it was also shown that the observed deformations and load-bearing capacities could be represented with good agreement using a finite element programme. Due to the small number of beam tests, suggestions for practical and easy-to-handle approximation methods could not be given, so the need for further investigations is emphasised in this context. STUDIENGESELLSCHAFT FÜR ANWENDUNGSTECHNIK VON EISEN UND STAHL e.V. Publication: 1980 Authors: Prof. Dr.-Ing. K. Roik, Dipl.-Ing. K. E. Bürkner
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P 16 - Time and fatigue strength of single-welded truss nodes made of round hollow sections Extensive theoretical and practical investigations over the last thirty years in various industrialised countries on the load-bearing capacity of welded truss connections made of round and rectangular hollow sections have shown that the design of these connections requires special knowledge of the rules of correct structural arrangements and design of welds, which clearly go beyond the general steel structures made of sheet metal and open sections. In addition to the stresses in the connecting seams of the filler bars with the chord bar, the stiffness and deformation behaviour dependent on the geometry of the profiles and the nodes are also of great importance. When designing the hollow section truss, it is therefore necessary to pay particular attention to the geometric conditions in addition to calculating the component and weld stress according to the truss theory. In contrast to the design statements of welded hollow section truss connections under static loading, for which extensive research results are available and design recommendations and standards have already been developed in some countries on the basis of these investigations, the calculation methods for the design of hollow section truss nodes under fatigue and fatigue strength loading are inadequate. With regard to the knowledge of the fatigue strength of hollow section connections, the current status can be summarised as follows: 1. sufficient information is available on the fatigue strength of round hollow section joints, which has been developed within the framework of research in the field of offshore engineering and crane construction. the design recommendations for fixed offshore platforms from API, Det Norske Veritas, Germanischer Lloyd and the crane construction regulation according to DIN 15018 should be mentioned. however, a comprehensive analysis of all test data and the resulting design method, which takes into account the special characteristics of the fatigue strength behaviour of round hollow section joints, has been lacking to date. 2) Within the framework of the European Offshore Steel Research Programme, numerous fatigue and fatigue strength tests on round hollow section joints have recently been completed. The new findings are to be integrated into the overall analysis of the existing data. 3. the fatigue behaviour of rectangular hollow section nodes was completely unexplored until recently. In 1975, with the financial support of the European Coal and Steel Community, CIDECT and the Studiengesellschaft für Anwendungstechnik von Eisen und Stahl e.V., a large test programme was started which, when completed in April 1980, provided essential data for the development of design procedures for rectangular hollow section nodes under fatigue loading. Since the influencing parameters are relatively numerous, it is difficult to understand the time and fatigue strength process in hollow section nodes when all influences are taken into account. To illustrate this, the influence of individual parameters on the fatigue strength was first shown. Later, the design method for the overall parameter influence was developed based on the prioritisation of individual parameters. STUDIENGESELLSCHAFT FÜR ANWENDUNGSTECHNIK VON EISEN UND STAHL e .V. Publication: 1980 Authors: Prof. Dr.-Ing. Mang, Dipl.-Ing. Wardenier, Dipl.-Ing. Bucak, Dipl.-Ing. Dutta
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P 10 - Overview and analysis of construction systems on the market Publication: 1975 Authors: Prof. Dr.-Ing. H. Weber, Dr.-Ing. A. Eisenblätter, Dipl.-Ing. H. W. Strunck
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P 08.1 - Load-bearing behaviour of steel columns in combination with concrete (hollow sections) This paper contains the calculation and design of concrete-lined hollow section columns made of structural steel under compression and uniaxial bending. After a brief introduction, Section 2 summarises international research work in this field. In Section 3, a calculation programme is developed as an accurate numerical method. Section 4 contains interaction relations for the ultimate limit state for the whole range between centric compression and pure bending. Many results obtained with the described calculation programme and the interaction curves are compared with each other and with available test results; very good agreement can almost always be observed. Publication: 1975 Authors: Prof. Dr.-Ing. Roik, R. Bergmann, H. Bode, G. Wagenknecht
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