222 



MR ANGUS R. FULTON ON 



Table III. — continued. 















+ 



c-q "~ 



Max. Direct 





Description. 



Material. 



Depth. 

 Ins. 



Area. 

 Sq. in. 



Load. 

 Tons. 



L" 



i-l 



to 

 u 



Tensile Stress. 



Elastic 

 Formula. 



il s 



(Cold). 



(Annealed). 



Goodman's 



Tests. 

















tons 



















^ drop-forged 



Steel 



•82 



•33 



1-76 



•95 



27-45 



no value given 



52-92 



i 





•90 



•38 



1-85 



1-04 



2604 





44-30 



i 



2 >> 





101 



•50 



2T8 



1 21 



24-18 





41-13 



1 





1-40 



•95 



7-12 



1-47 



36-60 





68-38 



H 





1-60 



1-26 



7-29 



1-83 



3069 





54-49 



2 





2-00 



1-94 



11-49 



2-10 



28-93 





52-64 



3 





2-32 



2-61 



18-15 



2-52 



35-11 





64-00 



* 





2-68 



3-34 



23-23 



2-83 



34-14 





62-27 



5 



5J 



3-00 



4-01 



26-87 

 Avera< 



3-20 

 *e value 



33-34 





59-86 



30-92 



5A 1st set 



W.I. 



3-49 



5-59 



325 



3-35 



23-35 



23-5 





41-6 



5B „ 



JJ 



3-47 



5-84 



34-1 



3-42 



23-93 







42-6 



10A „ 





4-36 



9-20 



57-3 



4-32 



25-4 







45-3 



10B „ 





4-34 



9-76 



57-9 



4-33 



25-4 







45-8 



15A „ 



JJ 



4-78 



12-57 



62-5 



4-65 



2014 







36-1 



15B „ 



)) 



4-97 



12-65 



900 



Averaj 



4-44 

 *e value 



26-27 







47-7 



24-08 



5A 2nd set 



w.r. 



3-79 



543 



31 



3-54 



22-24 



23-4 





39-1 



5B „ 



• j 



3-36 



5-78 



33-6 



4T8 



30-16 



>) 





48-2 



10A „ 





4-75 



10-96 



54-0 



4-48 



19-37 



jj 





33-9 



10B 



a 



4-63 



10-80 



590 



4-71 



23-17 



)! 





42-1 



15A „ 



)) 



5-27 



14-53 



76-9 



5-00 



20-93 



>! 





39-9 



15B „ 



jj 



4-78 



13-51 



82-9 



Avera< 



4-84 

 je value 



2591 



)! 





47-7 



23-63 



Conclusions. 



1. It may be taken as conclusive that the final distribution of stress at rupture 

 point in a member subjected to an external bending moment is a rectangular one, 

 unless where the cohesion of adjacent layers is not sufficient to withstand the shear 

 induced by the resisting moment of the section. 



2. That, provided shear does not take place, the neutral axis moves always to 

 the position which reduces the summation of the tensile and compressive stress 

 areas, across a section, to the equilibrant of the external forces. (In the case of 



