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acting actual angles application beam bending carrying cement cent centre coefficient column compression compressive stress computed concrete condition considered cross-section curve cylinder deflection determined diameter direct distance effect elastic limit elasticity engineering equal equation expression fibre flange flexure force formulae give given greatest Hence horizontal indicated intensity intensity of stress iron joints latter length less load material maximum mean metal modulus moments neutral axis normal observed parallel piece plane plates portion position pounds per square practice preceding produced ratio reaction reinforcement represent rivets shear shown shows side simply span square inch steel strain structural subjected surface Table taken tensile tension tests thickness tion transverse ultimate resistance uniform unit usually varying vertical weight written
Page 696 - Flange Rivets. The flanges of plate girders shall be connected to the web with a sufficient number of rivets to transfer...
Page 701 - There shall be web stiffeners, generally in pairs, over bearings, at points of concentrated loading, and at other points where the thickness of the web is less than -fa of the unsupported distance between flange angles.
Page 723 - I0 the Moment of Inertia about an axis through the centre of gravity, and...
Page 362 - University, in a paper read before the American Section of the International Association for Testing Materials, at its...
Page 701 - ... shear per sq. in. The stiffeners at ends and at points of concentrated loads shall be proportioned by the formula of paragraph 16, the effective length being assumed as one-half the depth of girders. End stiffeners and those under concentrated loads shall be on fillers and have their outstanding legs as wide as the flange angles will allow and shall fit tightly against them. Intermediate stiffeners may...
Page 648 - In general, however, cement is a more economical reinforcement than steel. Therefore, for ordinary constructions it does not seem advantageous to use in combination with a rich concrete more than 2 or 3 per cent of longitudinal steel. "4. The amount of data presented on tests of columns subjected to repeated or time loadings is far too small to warrant drawing definite conclusions as to the limiting stress for repeated loadings which will hold true for all kinds of columns and for an infinite...
Page 266 - W be the weight of the compression member whose length is/, . (2) When the moment of P produces bending of the same sign with the transverse load W, the plus sign is to be used in eq. (2), and the minus sign when those moments are opposite. If the line of action of P coincides with the axis of the member, the moment Pe disappears from eq. (2). Again...
Page 726 - ... force on rotation about an axis, we can assume that the force is applied in a plane perpendicular to the axis of rotation. If the force is not so applied, only the component force in such a plane need be considered. We now consider the relation between the effectiveness of a force in producing rotation and the distance of its line of action from the axis of rotation. It is convenient for this purpose to define a quantity called the lever arm: The lever arm of a force is the perpendicular distance...
Page 460 - For the description of the physical tests of stone for ballast, as recommended by the Association, and full instructions as to how the samples should be obtained and shipped to the Government, see Proceedings of the American Railway Engineering and Maintenance of Way Association, Vol.