. Live-load stresses in railway bridges, with formulas and tables. Secant =-51^= 4- Fig. 14. Mem. G H Wheel M4 Ml S CD 0400 0800 4@1 3564 600 95 EF 00667 0400 3 3 13520 287 79 FG 106 GH 00667 0400 2 4 6170 100 37 HI 50 JK 00894 0536 2 5 2i79 ioo 14 DE 00894 0536 3 2 21895 287 181 BC 272 AC = AD 00595 0357 4 1 33970 600 181 AF = BE 01190 0357 7 2 31375 2694 278 BG 01785 0357 12 3 34411 8385 314 The stresses in all of the chord members may be checkedby use of Table 8, and the stresses in the end post and webmembers may be checked by Table 9. The stress in CDagrees with the maximum pier reac
. Live-load stresses in railway bridges, with formulas and tables. Secant =-51^= 4- Fig. 14. Mem. G H Wheel M4 Ml S CD 0400 0800 4@1 3564 600 95 EF 00667 0400 3 3 13520 287 79 FG 106 GH 00667 0400 2 4 6170 100 37 HI 50 JK 00894 0536 2 5 2i79 ioo 14 DE 00894 0536 3 2 21895 287 181 BC 272 AC = AD 00595 0357 4 1 33970 600 181 AF = BE 01190 0357 7 2 31375 2694 278 BG 01785 0357 12 3 34411 8385 314 The stresses in all of the chord members may be checkedby use of Table 8, and the stresses in the end post and webmembers may be checked by Table 9. The stress in CDagrees with the maximum pier reaction in Table 7. Table3 may be used to find the position of loading for maximumchord stresses, and Table 6 gives position of loading formaximum web stresses. ARTICLE VIII. THREE-HINGED ARCH. APPLICATION OF THE GENERAL METHODTO THE CALCULATION OE LIVE-LOAD STRESSES. JO The general formulas -r- = xCW and S = sCikf may-be used directly to find the position of loading and the Uo U, Us Un U, U. Fig 15. value of the maximum live-load stress in any member ofa framed structure as soon as the influence fine for thismember and the ordinates at all salient points have been LIVE-LOAD STRESSES 49 determined. This method is applied to the calculation ofmaximum live-load stresses for the three-hinged arch shownin Fig. 15. Coopers .2/40 loading is used. First are drawn the influence lines for the horizontaland vertical components of the reaction at the left vertical. component Vi is the same as for a simplespan L. The horizontal component Hi equals the bendingmoment at the centre of the span L divided by the depth influence-Une ordinates for all members are now found bydrawing five Maxwell diagrams, one of which is reproducedin Fig. 16; From the influence Unes for Vi and Hi, thevalue of Vi is .8889 and Hi is .2187 for a one-pound loadat Ui. The external loads acting on the left half of thearch are then as shown in Fig. 16a. The load line axbcyain Fig. 16b is drawn to a
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