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A Meeting of the Institution was held at Denison House, Vauxhall Bridge Road, London, S.W.l, on Thursday, December 20th, 1923, when a paper on "The Practical Designing of Structural Steelwork Details" was read by Mr. Joseph B. Clarke; after which a vote of thanks was proposed by MR. S. BYLANDER, M.I.Struct.E., in the following terms:-
He said it was very delightful to listen to a paper of this kind, where a thorough study had been made of the subject, both mathematically and practically. He thoroughly agreed with the principle of the paper, that connections should be denoted by the efficiency; but whether or not each individaal connection should be given a number to represent its strength he was not quite so sure about. Personally, he considered that the simplest method, and the method which undoubtedly would be followed in future by good designers, was to have a table giving the efficiency factor for any one group of rivets with a certain eccentricity. Mr. Clarke had called it the “index number,” but he (Mr. Bylander) preferred the term “efficiency factor.” Mr. Clarke had shown a simple formula for arriving at this factor, and, after all, that was the essential part of the paper. It would be agreed that it was a very laborious matter to calculate the actual strength of every group of rivets used for connections, but Mr. Clarke had worked out and given structural engineers a factor which they could use, without this labour of ascertaining the polar moment of inertia, of a group of rivets, and further, of ascertaining the maximum strength, knowing the stress due to twisting. He did not quite understand why Mr. Clarke had selected the graphical method of ascertaining the factor, from the stress due to the loading and the stress due to the twisting. He himself would prefer to adopt the mathematical formula shown on the screen, and he hoped that, Mr. Clarke would, later, add the details of the derivation of his formula. Obviously the formula he had given indicated the solution by a graphical method. It could be expressed equally well under the root sign. Mr. Clarke had made a statement that the vertical and horizontal component of the stress due to twisting was derived from a formula, but he had not stated the derivation of that formula. He had said that it was, of course, important that th6 stress was ascertained for the outermost rivet, but that, said Mr. Bylander, was not necessarily so. It must be the rivet on which the greatest total stress occurred, and not necessarily the rivet which was the greatest distance away from the centre. Then, Mr. Clarke had not drawn attention to two or three conditions which were very essential to the truth of his argument, namely, that certain assumptions had to be made. The assumption that the centre of gravity of the rivet was the point around which the connection would turn in case any movement took place within the elastic limit, was one, it was an assumption which he
quite agreed with, because it was a si
Dear Sir,-With reference to the correspondence in No. 1, Vol. II., of THE STRUCTURAL ENGINEER, now to hand, I think I may be able to supply some information regarding a reinforced concrete road I have just completed. This road, known as the Great West Raad Extension, is a continuation of the Great West Road, and will (when the remaining sections are complete) link up the Bath Road at the Great West Road Junction with the Staines Eoad at Bedfont.
A “Monolith ” pile is a concrete pile which is cast in its permanent position in a hole prepared for the purpose. The hole for the pile is formed by driving a hollow steel cylinder or tube, 16 ins. diameter, with the bottom end sealed with a special shoe, in the same manner as a pile. When the hollow or tube is driven to the final penetration, it is filled with plastic concrete to a height of several feet (according to the length of the pile) above the desired finished top of the pile. Thecylinder or tube is thcn slowly withdrawn, leaving the shoe in position. (See Figure 1.) In this manner, the concrete fills the entire void left by the hollow cylihder or tube, and any irregularities of the earth, cementing and uniting the surroundirig soil, this gives thc “Monolith” pile a frictional resistance greater than any other type of pile of equal diameter and length. In all cases where “Monolith” piles have been exposed, they have been found almost perfectly cylindrical and of a greater diameter than l6 ins.