— 67 — 
At each bearing tliere are to be four anchor bolts firmly at- 
tached to the masonry, the diameters being not less than seven 
eights ⑴ of inch for plate girders, ono (1) inch for pony trusses 
tiud one and a quartei* (1 iuclios for ihrougli and deck bridges. 
Except iu the case of swing bridges consecutive spans are not 
to be made continuous over the points of support. 
The cambres for bridges of the different spans are to bo taken 
from the following table. The cambrcs of the rails may bo reduced 
to two thirds of these amounts by varying the deptlis of tlie daps in 
tlic ties. 
Span in feet. 

Cambre in inches. 
5 〇 一 7 〇 
1.0 
7 〇 — 100 

1.5 ! 
loo — r?o 
_ 
" 2.0 
130 i 6 o 
2.5 
l60 — JQO 
3.0 
19 ° — 220 
— 
3.5 ； 
220 一 dÖO 

4.0 
200 — -300 
4-5 
In all deck bridges and in all through bridges, where tlie deptli 
10r ^ to centre of chords is twenty-four (24) feet or over, 
vertical sway bracing is to be used. It is to be proportioned to 
resist the stresses produced by the wind pressure ; and, in double 
also thoso produced by the greatest inequality of panel 
m o* In deck bridges where tlie track is on a cuito, tlie ver- 
1Ca l swa y braciug is to be proportioned to resist the stresses clue to 
centrifugal force. 
Portal and lateral struts subjected to bending must first be 
P^opoitionod for direct stresses clue to both wind pressure and the 
initial tensions on the rods meeting at the end of tlie strut, and 
leu to tli oir sections must be added sufficient area to resist tlie 
Uciu o» the intensity of working bending stress being taken equal 
to six (6) ton«,. 
Tlie effect of wind pressure on posts and batter braces of double 
lack bridges need not be considered ； nor need it be considered in 
single track bridges, unless the section which it calls for exceed fifty 
Couiiuuoub Spans. 
Cumbie. 
Vertical Sway Brac- 
ing. 
Portal ami Lateral 
Struts Subjected to 
Bending. 
Effect of Wind on 
PostB nud Batter 
Brace«. 
