. Proceedings of the annual convention . Q =.5365 ,055 L ^(..7l)-[ L 2( J = .083^..2^|Z!1L29)_^5365, Xa ^ .3579 L 2 L ^ [ZlMi)] = .00I5M^L Xb .073 X .358 [.5365+7i(£i:i2l] ()2() .0242 4- .0192 (.458 ) = .699 X .079 = .055- .844L(+.073) Xr 3(.9l7 + .073) = . .61 5 L Xo. .0227L .4395 = .0516 uL X .4557M^L =.0364 M^L x .052L=. MaL X .3 85L=. I ^L .4557 , .I639L „ ,^«^.uL= ■= .4557 ,I639MaL FIGURE A7 44 Iron and Steel Structures EXAMPLE 2 .063 L SLOPE DEFLECTIO
. Proceedings of the annual convention . Q =.5365 ,055 L ^(..7l)-[ L 2( J = .083^..2^|Z!1L29)_^5365, Xa ^ .3579 L 2 L ^ [ZlMi)] = .00I5M^L Xb .073 X .358 [.5365+7i(£i:i2l] ()2() .0242 4- .0192 (.458 ) = .699 X .079 = .055- .844L(+.073) Xr 3(.9l7 + .073) = . .61 5 L Xo. .0227L .4395 = .0516 uL X .4557M^L =.0364 M^L x .052L=. MaL X .3 85L=. I ^L .4557 , .I639L „ ,^«^.uL= ■= .4557 ,I639MaL FIGURE A7 44 Iron and Steel Structures EXAMPLE 2 .063 L SLOPE DEFLECTION CONSTANTSFOR MEMBER Ab .04^58L ^ Xo _ 2(.71+1)L . [.537 + ^ii^ j A2=:Iir:0IiiLIlll^ L 2()2 J [,()_g3^^-] ^ .844() ^^^,Ai - ■ =.540L 3(.927 + .083) .073 .00533)(b _ .3579L .439 L 2 ^ .0213 ■»• .0149 ().439+.020 .439 = .0458 vLX,4603MgL=.0322MBL .046L=. .377L = . I .937L = .0019 .4604 ,L=J||^ = . Slop« Dtflaction Conttants I 6 40 MoL l-u-v = .2 8 4 q=.4604 v = .3565 , . ^*B- . ^^ ^^-^^ r —•§396 iinn -•. «> - /i •; . . ^BA- .*-°° .^-^.4^ = Reference; See olso Charts 79,80 in Rigid Frames, , Edwards Bros,1938 , Ann Arbor, Mich. FIGURE AS Part 2 Analysis of Primary and Secondary Stresses in the Counterweight Trusses of a Heel Trunnion Bascule Bridge By L. T. Wyly* and K. H. Lenzen** Introduction A number of failures, all very costly, in the counterweight trusses of the heel-trunnion type bascule bridge, have focused
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