Therefore, 



S - qA. - (3.080) (27.2) - s 



Thi* value checks very closely that obtained by the 

 exaet method. 



Comprettto' y Kquwlmi I m/ 



( hooae from Table 16 the equivalent uniform load for 

 /. K) ft. ami /, - 65 ft. From the influence KM A. - 



S - qA, - (2.870) (23.7) - 68 1 . 



cheeks closely the value obtained by the 



method. 



Calculation of other members of thb* arch and of 

 more complicated framed structures shows a dose 

 ment between the two preceding methods, The 

 method i> thr .simpler when a table of equivalent uniform 

 loads has been made, especially in the ease of the more 

 complex influence linen for members of swing bridgfw, two- 

 hinged arches, arch rib*, etc. The method of calculating 

 ! of equivalent uniform loads will be explained in the 

 following article. 



PLEASE RETUflN TO 

 OEPT, of APPLIED MECHANICS. 



