Author: Khan, M Z;Walker, A C
First published: N/A
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Khan, M Z;Walker, A C
The following reports on the performance of candidates in the Part 3 (Membership) examination and in the Technician Test held in January 1972 have been prepared from the reports of the respective examiners and are offered as a guide, both to those who
are preparing for future examinations and to those members of the Institution and others responsible for providing appropriate training and experience within the design office. It is hoped, too, that the notes will be of help to lecturers and others in
colleges offering courses in preparing for one or other of the Institution's examinations.
Mr. A. S. Grimes (F): I welcome the opportunity to discuss the information on this interesting material. Although weathering steel is being used abroad a great deal, it appears to be catching on only very slowly in the UK. As a medium of architectural
expression it does seem to offer exciting possibilities, while on the other hand, in the right circumstances, thereare many applications where its totalitarian qualities
can also produce considerable economies. I have seen the building in Brussels, which Mr. Godfrey described, where all the external stanchions are exposed to the atmosphere,
the only protection being the weathering properties of the steel. As the steelwork was exposed it was essential to detail it with very great care to produce the clean simple lines which the architect wanted. If we use it here in this way we will have to follow the same sort of disciplines.
Column curvature curves are used to solve general inelastic beam-column problems in a manner similar to the use of column deflexion curves. Curvature curves are obtained analytically from differential equations while rotation and deflexion are computed by numerical integration of curvature. Three cases of column curvature curves cover all possible cases of elastic-plastic beam-columns. Complete elastic-plastic responses of beam-columns are investigated. Interaction relationships between thrust and end moment for ultimate strength of a beam-column are given. Numerical results are presented for beam-columns with a wide-flange section.
W.F. Chen and T. Atsuta