Mr. Taylor, the author of this paper which is to be presented for discussion at the first Ordinary Meeting of the new Session at 6 pm on Thursday 8 October 1970 at the Institution of Structural Engineers, ll Upper Belgrave Street, London SWI, is a newly elected member of the Council. After obtaining a BSc(Eng) degree at Brighton Technical College he joined A. E. Watson as structural designer in 1937. During the war he served in the Royal Engineers, as a sapper until 1941 when he was commissioned and sent to the Experimental Bridging Establishment; he then joined Field Company and soon afterwards Special Forces. When the war ended he remained with A.M.G. Trieste on Public Works until 1946 when he rejoined A. E. Watson as Technical Manager. Mr. Taylor spent a short period as a lecturer at his old college and in 1948 joined Costain John Brown Ltd. There followed a period with Tubewrights Ltd as a development engineer after which Mr. Taylor went to Stewarts and Lloyds Group, his present firm, which is now part of the British Steel Corporation, Tubes Division. During the past twenty years he has had a major hand in the development and establishment of structural engineering in connection with tubes and hollow sections, culminating in his most recent job, the subject of this paper, the Boeing 747 hangar at London Airport. R.G. Taylor
Dr. Allwood: ‘I am delighted to have this opportunity of opening the discussion after Mr. Alcock’s excellent presentation. This gives me an opportunity to explain to you something of the Genesys Centre and its position relating to the development of the system.'
Dr. R. E. Rowe: ‘It is in a certain sense with some diffidence that I open the discussion since basically I agree whole-heartedly with what Dr. Flint has been presenting to you this evening. However I would like to raise a number of general points and then discuss them. ‘Firstly, from the general point of view I think we must all welcome the paper as it deals with the application of limit state principles to the design of bridges. The authors have taken what are conventional design practices for bridges as they stand at the present moment, and analysed them in a fairly comprehensive way giving us an enormous list of factors and showing what we are doing at the present time. The authors referred in one part to the work of one of the road research panels-Panel S-dealing with load factors and I would merely like to quote some figures coming from that source to endorse what the authors have said particularly with regard to composite slab bridges.'
At the open meeting of the Institution held on 8 January 1970 (see p. 3 of The Structural Engineer, January 1970, Mr. A. J. Leggatt, presenting the above graph, said: ‘I have concocted a graph (Fig Dl) which is, at the least, controversial; and if it is so controversial that people laugh at it then I will escape under your clause of light-heartedness. I have plotted “claim” as a percentage of the contract sum. Profit is also expressed as a percentage and I qualify that as “tender profit”-that is the profit that the contractor hopes and aims to make at the time of tender. I think the contractors will giggle at the maximum of 25 per cent, but you can put your own values for this graph and the principles remain the same. I have also introduced a new parameter “Ti” which gives it a scientific appearance. “Ti” is the “tightness” of the contract.‘
The effect of transverse loading on a single panel square slab supported on fully composite flexible beams is considered. An elastic, small deformation analysis is made using finite difference techniques. The significant features of the results are examined and a comparison made with experimental tests on small perspex models. Some simple design rules are suggested which approximate closely to the theoretical results. M.A. Khan and K.O. Kemp
This paper summarises the conclusions drawn from the results of extended tests of cold formed Z-section purlins of the type shown in Fig. 1.
The Council has approved the formation of two new Special Study Groups as follows:
The Institution welcomes as its President for the Session 1970-71 Dr. 0. A. Kerensky, CBE, DSc, FRS, CEng, FIStructE, FICE, who takes office on 1 October and delivers his Presidential Address at an Ordinary Meeting at 6 pm that evening at 11 Upper Belgrave Street, London SWl.