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The formulae for the Bending Moments and Shear Forces, due to wind forces, at the bases of columns in single storey buildings, given in the accompanying diagrams and tables, are based upon the following assumptions and conditions:- G.J. Voce
General. As far as is known by the writer there is no generally accepted method of design. Norman Gregory
I should like to contribute to the discussion on compression members, started by my friend Mr. Ewart S. Andrews. My contribution will be along the lines of an article of mine published in R. R. Age-Gazette, July 2nd, 1909, and re-printed in my book “Steel Designing.” Engineers have almost universally ignored my attack of the problem, though it furnishes an exact theoretical basis for the straight-line formula as applied to a hinged-end column. In fact it proves that the straight-line formula is the one logical formula for structural columns, or those limited to 120 or 150 radii in length.