\ OF 







web lhi> unit lioultl be reduced to 10,000 I bs. per square 

 inch ami to tin- n.-i -. MMI. 



Tin- web plate is also designed to resist any u-nd 

 to buckling or sidewise failure. The tensile straws 



>n any element of the web tend t<- pull the fVfttal 



back int.' oper position if from any ran*- the , 1. nirnt 



placed lat. -rally. In the portion of the web below 



tli.- n. -ii uai axis the exeess of tensile over compmsive 

 Stress would give a component per|H-n.iirular to th- 

 which unuM tend to take out any hurkk* that might exist. 

 In the portion above the neutral axis the rorivupondtng 

 component would tend to in<-reaae any burkl 

 readily be seen by a study of I 







FIG. 7a. 



I ;.. :> 



In order to .i.t. -rrnine whether a wel. needs stiffening 

 an investigation which will lead to a safe structure can 

 l>< made on the following basis: 



Formulas (8) and (9), of Art. 6, show that at the 

 neutral axis of the ginler the maximum resultant com* 

 pressive stress intensity approximately . .pniLs the maximum 

 >hearing stress intensity and that the line of its a 

 makes an angle of about 45 with the neutral axi> \ 

 compresMve unit stress . .jual to the maximum Khearing 



