The elasticity and resistance of the materials of engineering . extra material. This excess may be estimated if desirable, butordinarily it is entirely unnecessary. The existence of thisbending demonstrates the advisability of putting on as fewcover plates as possible. It is far better to use heavier Ls witha little waste of material at the ends. It is also better to use one heavy cover plate than two thinones having an equal combined thickness, even though the use Art. 6J^, DATA. 589 of the former entails a little waste ; for the heavy plate be-tween two consecutive rivets will resist far mor
The elasticity and resistance of the materials of engineering . extra material. This excess may be estimated if desirable, butordinarily it is entirely unnecessary. The existence of thisbending demonstrates the advisability of putting on as fewcover plates as possible. It is far better to use heavier Ls witha little waste of material at the ends. It is also better to use one heavy cover plate than two thinones having an equal combined thickness, even though the use Art. 6J^, DATA. 589 of the former entails a little waste ; for the heavy plate be-tween two consecutive rivets will resist far more bending as acolumn than the two others each of half the thickness. If the end of the beam were made as shown in Fig. 3, noweb plate would be re-quired between R andAj for all shear wouldbe carried by the in-clined flange. The upper flange,being in compression, would require riveting, but none would be needed in thelower, except in the immediate vicinity of R. The flangestresses between A and R would also be uniform, instead ofuniformly varying as in Fig. Art. 67.—Built Flanged Beams with Equal Flanges.—No Cover Plates. The flanged beam represented in Fig. i is supposed to carrya portion of the floor of a highway bridge. In this case, also,the bending resistance of the web plate will be neglected. Thebeam proper is the portion RR RR, supported at RR andRR; while the portions ARR and HRR form cantilevers forthe support of the sidewalks. The following are the dimensions : AR = HR = 6 feet. RR = 28 feet. AH = 40 feet. RR = RR = 31 inches. RB = BM = MF = FR = 7 feet. The depth RR has been taken at 31 inches, so that theeffective depth to be used in finding the flange stresses willbe about feet. 590 BUILT BEAMS. [Art. 6j, The weight of the beam proper, RRRR, added to theflooring which it supports, is taken at at 14, pounds. The greatest uniform load between R and R will be taken 37, pounds. M R
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