Van Nostrand's engineering magazine . es and train on the adja-cent span. The same holds for the out-side bents, where the pier is composed ofany number of bents braced together,though in this case the other bentswill materially assist if overturning of theoutside bents is about to take place. Stillit is proper to design these outside bentson the supposition that they receive no In the following figures one set ofdiagonals are left out, since the truss, ondistortion sideways, will bring one set intoaction only, as these diagonals are usuallymade of bars of such small section thatthey cannot ta
Van Nostrand's engineering magazine . es and train on the adja-cent span. The same holds for the out-side bents, where the pier is composed ofany number of bents braced together,though in this case the other bentswill materially assist if overturning of theoutside bents is about to take place. Stillit is proper to design these outside bentson the supposition that they receive no In the following figures one set ofdiagonals are left out, since the truss, ondistortion sideways, will bring one set intoaction only, as these diagonals are usuallymade of bars of such small section thatthey cannot take an appreciable com-pression. §14. Having found, as just shown, the forcesW,, Wa and H2 due to wind force alone,and added, with the proper signs, the ver-tical loads due to the weights sustainedby the pier, we can now proceed to drawthe stress diagram Fig. 13 (b). Bowsadmirable notation is used by which a baror a force, in Fig. 12 (a), is designated bythe letters between which it is placed andthe stress on the bar or the magnitude. aid whatsoever from the interior bents,especially if none of the columns are tobe subjected to tension which is ordina-rily good practice. When the pier consists of but one bentonly, the wind force on it is that causedby the wind acting on one-half of trussesand train on both adjacent spans. Exactly the same relations hold as tothe weight of trusses and train sustainedby bents, disregarding the wind, so thatit is very easy to compute for trussesloaded or unloaded the total resultantvertical forces at top of columns, as wellas the horizontal force H due both to theweight of trusses and train and to thewind acting on them. We shall suppose this done in whatfollows.
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Keywords: ., bookcentury1800, bookdecade1870, booksubjectenginee, bookyear1879
