Author: Scott, R H;Feltham, I;Whittle, R T
First published: N/A
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Scott, R H;Feltham, I;Whittle, R T
Mr J. E. A. Tapsell (M), (Tapsell Wade & Partners)
This is a very tantalising building, still 'shrouded in mystery'. The paper refers, in very general terms, to the steel structure, and I hope that the authors will be able to give more details about the actual steel frame. I am interested in the combined steel and concrete floor, the connections used between the floor beams and the steel columns, the stability bracing in the lift and stair towers, and a more detailed plan (if possible) of the stair and lift areas. I should like to know how the steel stanchions and bracing were clad.
The actual flexibility of nominally ‘rigid’ connections and the actual stiffness of nominally ‘pinned’ bases can have a major effect on the accuracy of prediction of structural deflections under service load conditions. Connection flexibility tends to
increase deflections, but base stiffness usually will reduce deflections. Both can be important factors in the acceptability of calculated predictions, particularly for large-span, lowrise portal frame structures for which end wall and roof sheeting and
bracing stiffness play a minor role in providing lateral stiffness.
Professor R.E. Melchers and G. Maas, BE
Self-certification of structural design
Under the heading ‘Serving and protecting the profession’, our column for 7 December last included an invitation from Allan Lowe for information on the progression, since its introduction in Scotland, of ‘self-certification’. Mr A. C. Aiken, of Glasgow,
ofsers his experience:
Mr Lowe asks for feedback on self-certification of structural design in Scotland. Well, when the hated Forms 4A and 4B were first introduced a year ago, there were screams of protest. Since then there has been almost complete silence on the subject.