. Theory of structures and strength of materials. -\- D\ and the multipliers in col. 2. N Col. 5 gives the chord stresses due to these shears, , theproduct of the shears in col. 3 and the corresponding values oftan B in col. 4. Col. 6 gives the total chord stresses in the several any given panel the total chord stress is equal to the chordstress due to the shear in that panel////.y the total chord stressin the preceding panel. Another column for the sectional areas of the severallengths of chord may be added if required, each length beingdesigned as a strut, hinged or fixed at th
. Theory of structures and strength of materials. -\- D\ and the multipliers in col. 2. N Col. 5 gives the chord stresses due to these shears, , theproduct of the shears in col. 3 and the corresponding values oftan B in col. 4. Col. 6 gives the total chord stresses in the several any given panel the total chord stress is equal to the chordstress due to the shear in that panel////.y the total chord stressin the preceding panel. Another column for the sectional areas of the severallengths of chord may be added if required, each length beingdesigned as a strut, hinged or fixed at the ends, according tothe method of construction. A precisely similartable may be preparedfor the tension chord. Example i. An^z^///-panelled deck-trussof 108 ft. span and 18 ft. deep, with a single diagonal load E for each truss = 25,000 load T for each truss = 1600 lbs. per lineal ft. = 21,600 lbs. per (dead) load D for each truss = 800 lbs. per lineal ft. = 10,800 lbs. per panel,sec B — \, tan 6 = \.. LIVE LOAD. 647 TABLE OF MAXIMUM DIAGONAL STRESSES. (See Table I.) uS )^ 8 0 .2 i,-a d 5. V c0bom 1 00 00 00 1 II Ico -J cauu(/5 98218} 13> 11 8 00 00 0 Diag. Stdue toDLoad. — Ix 7 21875 21 56700 7857s li 28 37800 47250 145468} </, 6 18750 15 40500 59250 ji 74062^ 20 27000 33750 I078I2I ^» S 15625 10 27CXXD 42625 532Sii 12 16200 20250 73531} ^^ 4 12500 6 16200 28700 35875 4 5400 6750 42625 ^6 3 9375 3 8100 17475 2i843f - 4 - 5400 - 6750 150935- <i* 2 6250 I 2700 8950 * — 12 — 16200 —20250 d-, I 312s 3125 39o5i —20 — 27000 -33750 It will be observed that in the fifth panel there is a maxi-mum positive shear of 17,475 lbs. and a negative shear of 5400lbs., the former due to the live and the latter to the dead resultant shear of 12,075 lt)s., whicJi is opposite in kind tothat due to the dead load, is provided for by means of thecounter brace ab. No counterbraces are theoretically requiredin the six
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