P 38 - Investigations on bolted end plate standard connections for rectangular and round hollow sections

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 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 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 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