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Two sorts of figures and tables are referred to in this text: those appearing in the original paper and those produced in the course of the discussion. The latter are distinguished by the prefix D.
Mr. R.B. Hill: 'Mr. Akroyd has bravely rejected the "cabinet protection" he might have claimed as he states in the penultimate paragraph of his acknowledgements that he was only the Chairman of his panel, adding that any merit in the paper was the result of the efforts of the Panel, and any faults were the responsibility of the author. I congratulate the Panel; I wish I could extend the same felicitation to the author!'
A numerical procedure based on the successive approximate method is used for the determination of elastic buckling loads of columns. For the two cases, (l) columns hinged at ends, and having a symmetrical variation of moment of inertia (if section varies); and (2) columns with constant or varying section, fixed at one end and free at the other; it is shown that the major calculation involved in the method, which is the determination of deflections, can be easily and mechanically done. Thus the determination of elastic critical load for such columns becomes very easy and is illustrated in four worked examples.
Mr. Dorman: ‘Judging by the number of enquiries relating to the merits of various roofing systems received by the BCSA central office, Dr. Buchholdt is to be congratulated on producing a timely paper. It will be of considerable value to have this present study, with its summary of the state of the art in the design of tension
structures, and one would certainly hope that this paper will go some way towards bridging the “credibility gap” between research and development activity on the one
hand, and design practice on the other.'