LE PONT VIERENDEEL. 



LV 



p s j + ( p i + P a ) ^ + WD ( - 2-5 x 2-5 + -5 x 1-5 + -5 + -5) = 0. 

 '.'. P 8 ? = 4WD-(P 1+ P 2 )5 



... P a = 8Wp_(P 1 + P 2) . 



The values of P x and P 2 having been ascertained, by inserting 

 their values in this equation; also W = 11,600 kg., D=3*5 m.* 

 and H = 3 m. 



P 3 = 33,830 kgs. 



The moments shown vertically at the points of inflexion of the 

 flanges are arrived at by taking moments round the points of 

 intersection of the flanges and the verticals, of all the forces 

 acting to the left of such point. Thus, for the flange in the 

 third panel 



D W W H 



^ L x 3y -2W x3D + ¥ X 2D + T D + (P 1 + P a + P 8 )~ =0. 



... +x| = 4-5WD-(P 1 + P 2 + P 3 )| 

 but(P 1 xP 2 + P 3 )? = 4WD. 



.-. + X3 ? = WD (4-5-4) = -5WD. 



+ W. 



The following are tables showing the results of the abridged 

 method : — 



Stresses on the Verticals at a point 0*75 m. from 

 Mid-height. 















STRESSES. 





c3 



Direct 



Stress 



Comprs. 



P. 



Moment 

 Px0-75. 



s 2 



in 



millim. 



v 



in 

 kgs. mtrs. 











O 



Kgs. 



per sq. millim. 



Tons per 



t> 



Direct. 



Bending.! 



Total. 



sq. in. 



1 



29,000 



27,070 



20,300 



19,650 



4,700 



1-5 



4-3 | 



5-8 



3-7 



2 



5,800 



47,370 1 35,500 



19,650 



4,700 



0-3 



7-6 



7-9 



5-0 



3 



5,800 



33,830 25,400 



19,000 



4,400 



0-3 



5-8 



6-1 



3-9 



4 



5,800 



20,300 j 15,200 



18,250 



4,300 



0-3 



3-5 



3-8 



2-4 



5 



j 5,800 



6,770 



5,080 



18,250 



4,300 



0-3 



1-2 



1-5 



0-9 



