FOSTA

P 08.4 - Analysis of the actual state of the material properties as a function of the material and processing (forging, rolling) quality of thick-walled profiles and solid profiles Publication: 1977 Authors: Prof. Dr.-Ing. P. Funke

P 08.2 - Load-bearing behaviour of steel columns in combination with concrete (open profiles) This paper contains the calculation and design of steel columns in concrete under compression and uniaxial bending. Some comments and design suggestions are also made for biaxial bending. Section 2 summarises international research work. Section 3 explains a calculation programme that is used for precise numerical calculation. Section 4 contains interaction relations and design proposals based on the European buckling stress curves. The proposed design procedure is explained using a number of examples. Numerous ultimate loads determined in accordance with Sections 3 and 4 are compared with foreign test results. A generally good agreement can be established Publication: 1976 Authors: J. Stanke

P 08.1-2 - Fire behaviour of concrete-filled hollow steel sections and open steel sections with concrete encasement The aim of the present work was to record and evaluate fire tests carried out to date on concrete-filled hollow steel sections and open steel sections with concrete encasement and to draw up a test programme based on the results to date. During the research carried out - particularly in Germany and France - it was established that specific tests have only been carried out recently on hollow steel sections filled with concrete; tests on open steel sections with concrete encasement, on the other hand, were carried out more than 25 years ago, i.e. the status of the latter constructions is virtually unchanged compared with [1]. The recording and evaluation of existing fire test results therefore only covered hollow steel sections. Results from Germany (Federal Institute for Materials Testing (BAM), Berlin), France (Centre Scientifique et Technique du BAtiment (CSTB), Paris, and Centre Technique Industriel de la Construction Metallique (CTICM), Metz) and Great Britain (Fire Research Station (FRS), Boreham Wood) were used for this purpose. The publication [1] served as the source for the German test data. The results of the tests carried out in Great Britain and some of the tests carried out in France were taken from correspondence provided by the Studiengesellschaft für Anwendungstechnik von Eisen und Stahl e.V. (Study Association for Application Technology of Iron and Steel). The latter information is incomplete and is essentially limited to the tested profiles, their load and the fire resistance duration achieved. Other important details such as the quality of the steel and concrete and the knee lengths of the tested columns are only available in isolated cases. In particular, the above-mentioned sources lack temperature data. The test data taken from the correspondence can therefore only be analysed to a limited extent. The tests carried out in France in more recent times - which represent the majority of the tests recorded - are available in the form of standardised short reports from COMTUBE, the client of the above-mentioned investigations. These reports contain the most important data, but no information on the temperature-time curve of the test specimens. Complete test certificates from the CSTB are available for a few fire tests. Efforts to obtain complete test certificates from COMTUBE for all recent tests carried out in France were unfortunately unsuccessful. As already mentioned, most of the data collected is based on fire tests carried out in France. After an initial review and preliminary evaluation of the available results, the author undertook an information trip to the CSTB in Paris and CTICM in Metz in order to complete the collected data and to clarify open questions - in particular with regard to the static and thermal test conditions. Finally, it should be noted that the fire tests on concrete-filled hollow steel sections carried out on behalf of COMTUBE in France are continuing, so that further information can be expected in the form of the above-mentioned short reports. The present report is based on the status of September 1975 (last recorded test on 11 September 1975 at the CSTB). Publication: 1975 Authors: Prof. Dr.-Ing. K. Roik, Dipl.-Ing. R. Bergmann, Dr.-Ing. H. Bode, G. Wagenknecht

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

P 07 - Use of steel in residential construction Publication: 1974 Authors: Prof. Dr.-Ing. H. Weber, Dr.-Ing. A. Eisenblätter, Dipl.-Ing. H. W. Strunck

P 06 - Steel construction alternative for the university action programme in NRW The state of North Rhine-Westphalia is planning to build 5 universities in the cities of Duisburg, Essen, Wuppertal, Siegen and Paderborn. On 4 January 1972, this decision was announced at a press conference by the Minister of Finance, the details of which can be found in the appendix. The planning was entrusted to the State Building Office II - ZPH - in Münster, under the direction of the Government Building Director Dirksmeyer. He and his staff developed ground plan systems, section and elevation systems as well as the associated building services for institutes as multi-storey buildings to be erected in all the university cities mentioned. For the first time, the decision was taken and realised to construct and design a very large volume of buildings in a standardised way. Parliament and the government thus gave the construction industry the opportunity to standardise and optimise building systems. The construction industry will now have to prove to what extent it wants to use this opportunity and whether it was serious in claiming that cataloguing systems is only worthwhile if very large construction volumes are to be processed. Publication: 1973 Authors: o.A.

P 04 - Experimental testing of joint constructions of continuously reinforced concrete floors Authors: Prof. Dr.-lng. J. Eisenmann, Dr.-lng. U. Lempe Publication: 1975

P 03 - Calculation principles for honeycomb beams Honeycomb beams are produced from standard rolled sections by cutting the webs in a zigzag pattern, offsetting the resulting halves by half a cutting unit and joining the protruding web sections together by welding, either directly or after inserting intermediate plates. The resulting component has horizontal and vertical supporting elements, which are referred to as chords and posts. Honeycomb beams have several advantages over their original profile: (a) If the cut is appropriate, the load-bearing capacity is greater due to the gain in overall height. b) Due to the many web openings, they are better suited for use as main load-bearing elements of storey ceilings, as the main girder webs have to be broken through anyway due to the required installation lines, if the construction height is not to be wasted and the installation lines are to be arranged below the girders. However, there are also some disadvantages to this, which are mainly to be seen in the increased manufacturing costs and the dimensioning, which is too complex for a manual calculation. Both of these could be usefully countered by the following: a) a design method is developed in which the safety against failure of the component is verified. The elastic design method only provides safety against the onset of yielding at a single point and, as the public studies published in /22/ show, leads to extremely different levels of safety (between v = 1.535 and v = 5.53) against failure. The application of the ultimate load method in the design of honeycomb beams can therefore lead to more economical structures. b) Tables are made available from which the most favourable castellated girder that meets the regulations can be taken for a given span, load, yield point, maximum construction height, maximum deflection and minimum hole size for common construction tasks without detailed calculation. The aim of this work is to provide the theoretical basis for this, i.e. to develop a method for determining the load-bearing capacity of honeycomb beams on the basis of the research projects carried out to date and our own experimental and theoretical investigations and, building on this, to carry out a section optimisation (to specify the optimum honeycomb shape in terms of weight for different spans and loads). Publication: 1975 Authors: Dipl. Ing. W. Kanning

P 02.3 - The design and ultimate load calculation of steel tunnel linings Publication: 1976 Authors: H. Kessler

P 02.2 - Tables for the calculation of shield-driven tunnels - Theory II. order with longitudinal force deformation The stability of a tunnel depends on the interaction between the structure and the ground, provided there is sufficient bonding between the lining and the rock. As the properties of the natural rock mass can only be explored in general terms, the tunnel lining can be designed using a correspondingly simple mechanical model. For tunnels in unconsolidated rock, the calculation model of a flat, flexurally rigid ring can be selected, which is elastically bedded in the area of outward displacements, cf. the recommendations of the German Society for Earthworks and Foundation Engineering. For thicker linings (reinforced concrete), the design diagrams determined according to first-order theory are sufficient. For thinner linings made of high-strength metallic building materials (e.g. steel or GGG5o), the deformation influences in the equilibrium conditions are no longer negligibly small (second-order theory). The investigations at the Institute of Statics, the work of Hain and Horst have shown that the influences from the longitudinal force deformations in thin tunnels can be of the same order of magnitude as the effects resulting solely from the deflection in a second-order theory. order. This Institute report contains the results of a more complete II. order theory in the form of tables and numerical examples. This required a detailed parameter analysis. The dimensionless parameter ß= ksR 4 /EI covers bedding and bending stiffness, the parameter f = I/FR2 the ratio of bending stiffness to elongation stiffness and thus the deformability due to the ring forces. The calculation is based on the theory of elasticity. The economic dimensioning of tunnel linings is an optimisation task because thinner cross-sections can lead to lower stresses. The tables can therefore be used to quickly find a favourable cross-section without having to resort to computer programs. The research and evaluation work for this report is part of a more comprehensive research programme on the elastic and plastic load-bearing behaviour of steel tunnel linings. It was partly financially supported by the Studiengesellschaft für Anwendungstechnik von Eisen und Stahl e.V., Düsseldorf. I would like to thank the Studiengesellschaft for providing these research funds. Publication: 1975 Authors: H. Kessler

P 02.1 - Ultimate load tests for thin-walled steel tunnelling profiles Publication: 1974 Authors: H. Kessler, H. Duddeck

P 01 - Noise-damped steel structures in bridge construction The realisation of the complex research project "Noise-damped steel structures in bridge construction" almost inevitably resulted in cooperation with a number of scientists from various disciplines, institutions and companies. Here we found support in many ways to the benefit of the research project. We would like to thank the Studiengesellschaft für Anwendungstechnik von Eisen und Stahl e.V. Düsseldorf for generously funding the project. In particular, we would like to thank Dr H. Witte, Chairman of the Board of Trustees of the Studiengesellschaft at the time, and Ing.Grad. G.K. Wisniewsky, Managing Director of the Studiengesellschaft, for their personal commitment to the realisation of the research project. We would like to thank the working group "Noise-damped steel structures" of the Studiengesellschaft, in particular Dipl.-Ing. A. Fahlbusch, Dr.-Ing. P. Koch and Dr.-Ing. W. Spieker, for their fruitful suggestions and discussions. Without the testing of the sound-absorbing composite systems investigated in the laboratory on a steel bridge, the research project would have remained a piecemeal endeavour. We would like to thank the Deutsche Bundesbahn, represented by the Bundesbahnzentralamt München and the Bundesbahndirektion Hamburg, for their generous support of the project by providing two steel box girder bridges in Hamburg. In particular, we would like to thank Mr Dipl.-Ing. W. Stier, President of the Department, and Mr Dipl.-Ing. E. Landwehr, Head of Department, BZA Munich, for their commitment to this project. Mr Dezernent Dipl.-Ing. H. Spelzhaus and Mr Ing.Grad. W. Klemptner, BD Hamburg, for their support in the realisation of the large-scale test. We would also like to thank Prof. Dr M. Heckl for his advice on sound engineering issues during the research project. We are grateful to Prof. Dr.-Ing. Dr.-Ing. E.H. K. Klöppel for helpful discussions on problems in connection with the fastening element setting bolts and for taking over the examination of the static calculations for the Hammerbrookstraße bridges. The research project was supported to a considerable extent by the companies involved in the project. Publication: 1978 Authors: J. J. Hanel, T. Seeger