What is "stresses"

Usage examples of "stresses".

But if hinges are introduced at crown and springings, the calculation of the stresses in the arch ring becomes simple, as the line of pressures must pass through the hinges.

In any case the position of the line of pressures is confined at the lead articulations within very narrow limits, and ambiguity as to the stresses is greatly diminished.

Investigation of the internal stresses, which balance the external forces, shows that most of the material should be arranged in a top flange, boom or chord, subjected to compression, and a bottom flange or chord, subjected to tension.

The horizontal stresses in the flanges are greatest at the centre of a span.

But girders may have curved chords and then the stresses in the web are diminished.

The earliest published theoretical investigations of the stresses in bracing bars were perhaps those in the paper by W.

Not only were the bracing bars designed to calculated stresses, and the continuity of the girders taken into account, but the validity of the calculations was tested by a verification on the actual bridge of the position of the points of contrary flexure of the centre span.

If, however, hinges or joints are introduced at the points of contrary flexure, they become necessarily points where the bending moment is zero and ambiguity as to the stresses vanishes.

The reason given for this change of form was that it more conveniently allowed the lower road to pass between the springings and ensured the transmission of the wind stresses to the abutments without interrupting the cross-bracing.

In some cases, especially in arch and suspension bridges, changes of temperature set up stresses equivalent to those produced by an external load.

For all these reasons the stresses due to the live load are greater than those due to the same load resting quietly on the bridge.

The impact stresses depend so much on local conditions that it is difficult to fix what allowance should be made.

The weight of main girders increases with the span, and there is for any type of bridge a limiting span beyond which the dead load stresses exceed the assigned limit of working stress.

In the present day engineers are in accord as to the principles of estimating the magnitude of the stresses on the members of a structure, but not so in proportioning the members to resist those stresses.

Except when the limiting stresses are of opposite sign, the two tables agree very well.