Ag ~ -^ ( 2p, + P2)=825 foot-poimds per foot" of wall (Hi) 



which is also the moment M^.^ at B„ since the bending moment at A is zero, 



3U2„ Similarly the shear at any point Xp below B down to C is given by 



S = S^ + P.X. + f-^v; i ^2 



B 32 h^ Y~ 



The area of the diagram between B and C is 



(112) 



Ac = St, X h + h (2p, + p 1= 1627 foot§pounds oer foot of wall-.TT-\ 



^2 3 -~z-~ \ 3 cj U13 ; 



(fjotes 



% 



ho 



P3 



— i =: 369 pounds per square foot) 



The bending moment at C is 



S ^ ^S. 



(iiU) 



= 625 + 1627 = 2U52 foot pounds foot of wall. 



3i;3. For this trialc, it can 'oe seen that the maximum positive bending 

 moment in the pile is greater than that at the deadman tie. Lowering the point 

 of application of the tie tension would bring these two values closer, but 

 would put the tie under vjater where increase in construction costs would more 

 than offset the saving in material costs. 



3liU. The tension T in the tie rod is found by summing algebraically the 

 forces due to the various earth pressure polygons. 



(115) 



(520 + 1022 + lUlB + 390 + 595) = 12U0 

 1;9U5 - I2UO ^ 3705 pounds per foot of wall 



a p 



167 



