This historic book may have numerous typos and missing text. Purchasers can download a free scanned copy of the original book (without typos) from the publisher. Not indexed. Not illustrated. 1908 Excerpt: ...= 436,000 8 field " "" "@ 5,280 = 42,000 8" ""double" @ 10,560 = 84,500 562,500 lbs. Gusset Plates.--As stated in the previous example, the thickness of gusset plates is determined largely by judgment. Plates f-in. thick would appear to be about right for panel-points a, B, and c, and J-in. plates elsewhere; but, in ...
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This historic book may have numerous typos and missing text. Purchasers can download a free scanned copy of the original book (without typos) from the publisher. Not indexed. Not illustrated. 1908 Excerpt: ...= 436,000 8 field " "" "@ 5,280 = 42,000 8" ""double" @ 10,560 = 84,500 562,500 lbs. Gusset Plates.--As stated in the previous example, the thickness of gusset plates is determined largely by judgment. Plates f-in. thick would appear to be about right for panel-points a, B, and c, and J-in. plates elsewhere; but, in order to keep the posts of a uniform width, and, at the same time, to avoid the use of fillers as far as possible, f-in. plates are also used at C and D. Web-plates A"in-thick are used in all vertical members. These plates do not appear on the stress-diagram for the reason that no metal less than f-in. thick is to be used for main members. But &-in. metal may be used for tie-plates, which these are assumed to be. The bottom-chord member cde has holes on the center line of web-plate, about one foot apart, for drainage. Short tie-plates are provided for the counter-ties and endsections of bottom chord to reduce vibration. Stringers.--For the rivet-spacing in flanges, the stringer is supposed to be divided into 6 equal panels, and the shear computed at the center of each. The maximum live-load shear at any point is obtained with sufficient accuracy by constructing a parabola, as in Fig. 2, making the maximum ordinate equal to the end shear (64,900 lbs.), as previously determined. The longitudinal shear per lineal inch at the flanges is assumed equal to the vertical shear, divided by the distance in inches between the centers of gravity of the top and bottom flanges; and the amount of this shear to be transferred to the flange-angles is proportional to net area of one flange 11. 73 net area of one flange + J of web-plate 13. 67 In addition to the longitudinal shear on rivets, those in the top flange a...
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Add this copy of The Design of Typical Steel Railway Bridges: An to cart. $16.27, new condition, Sold by Ingram Customer Returns Center rated 5.0 out of 5 stars, ships from NV, USA, published 2022 by Legare Street Press.
Add this copy of The Design of Typical Steel Railway Bridges: An to cart. $27.44, new condition, Sold by Ingram Customer Returns Center rated 5.0 out of 5 stars, ships from NV, USA, published 2022 by Legare Street Press.
