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The computer programme described uses as a basis a general computer programme for the non-linear behaviour of structural frameworks when the effect of the deflexions cannot be ignored. The modifications are for ‘lack of fit’ of cable and hanger elements in the dead load condition and for the ‘gravity’ component of the cable stiffness. An example of the application of the programme to the deck erection calculations for the Severn suspension bridge is given.
Publish Date - N/A
Author – N/A
Price – £9
A method of moment distribution is described which is performed on a line-diagram of the structure, the geometry of the structure being conventionalized to facilitate tabulation. The same method of setting-out is useful also for general tabulation purposes.
Le Calcul du Beton Arme a la Rupture (The Calculation of the Ultimate Strength of Reinforced Concrete), by R. Chambaud (Paris: Eyrolles, 1965) 9 3/4 x 6 1/4 in., 238 pp., 55.2 F (81s.)
The paper is intended to provide an outline of the design, analysis, construction and erection of a 22-storey, all-welded, steel-framed building having no structural walls and subject to typhoon conditions.
Author – Thompson, T V
Mr. D. R. Narahari and Mr. V. S. Aggarwal (Central
Building Research Institute, Roorkee, UP, India) writes:-
‘The authors’ Figs 11 and 12 show dissimilar features for the static and dynamic cone tests on the compacted soils. After about 13 ft the static cone results are at variance with the results of dynamic cone tests. The static cone value starts decreasing after about 13 to 15 ft. At 20 ft the value is nearly the same as in the uncompacted state.'
Dr. R. N. Franklin (Department of Engineering Science, University of Oxford) writes:-
‘The use of the analysis given for design needs to be tempered by two considerations in practice: ( l ) the validity of the assumed manner in which the load is applied, (2) the extent to which the soil reactive pressure is described by the discontinuously elastic model implied by the use of a modulus of subgrade reaction. I have examined both of these points elsewhere.‘
The President explained to the meeting that Mr. Hirschmann was unfortunately not well. The paper was then presented by Mr. K. Kretsis, MSc(Eng), AMIStructE, AMICE.