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Fatigue life shall be evaluated for stress reversal (as per ow diagram developed by the author) Governing truck weight, effective stress range, traf c count for correct value of ADTT and number of cycles per truck passage shall be considered for an accurate fatigue analysis If remaining fatigue life of a steel bridge is not acceptable, the following steps are applicable: 1 Load restriction 2 Identifying fatigue prone details, retro tting critical details to change AASHTO detail category 3 Accepting greater risk due to redundancy and increased inspection
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1 Reciprocal theorem and Muller-Breslau Method for elastic de ections and forces are applicable Effect of all unit moving loads at speci c sections of beams is computed At that section the envelope of all axle loads is generated Location and magnitude of absolute maximum positive bending moment and shear force or reactions is determined 2 This method is particularly useful for redundant or continuous beams with equal spans, where absolute negative bending moment and shear maximum values for trucks with 3 or more axles are required The raw values need to be multiplied by load factors, distribution factors, multiple lane reduction factor and impact factor etc to obtain design moment and shear force 3 However, it gets cumbersome when one or more spans are unequal With the advent of fast computers and stiffness matrix software it is much quicker to resort to computer solution 4 Majority of bridges in practice is of single span for which the author has developed approximate simpli ed formulae for maximum bending moment and shear forces listed below for HS, H and S trucks The formula can be used for preliminary design For HS-20 formula see 4
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Table 63 Maximum live load moments and shear forces for HS-15 truck single, span only (alternate lane loads apply) HS-15 Truck Moments Span Length (Feet) Small spans 30 40 Medium spans 50 60 70 80 90 100 110 120 Long spans 130 140 150 160 170 180 190 200 15473 16821 18563 20760 Lane load governs 23078 25515 28073 3075 603 627 651 675 507 531 555 579 Lane load governs 4709 6049 7392 8737 10083 11430 12777 14125 47093 60496 73926 87374 100833 114300 127774 141252 439 456 468 477 484 490 494 498 4392 456 468 477 484 4896 4942 498 2116 3374 20484 33740 372 414 372 414 AASHTO LL M max = 135 (L-155) Moment (Kip-Ft) (L-14)/L* (Kip-Ft) HS-15 Truck Shear AASHTO Reaction/Shear Force (Kips) Vmax = 18 (3L-28)/L (Kips)
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Table 64 HS-15 truck loads (introduced 1944) Span Length (Feet) Lane Load 048 Kips/ft Conc Load of 18 Kips (BM) Lane Load 048 Kips/ft Conc Load of 26 Kips (SF) Max Moment HS-15 Truck 135 (L-155) (L-14)/L* (Kip-Ft) Max Shear/Reaction HS-15 Truck 18 (3L-28)/L* (Kips)
Small spans 22 24 26 28 30 32 34 36 38 40 10329 11556 12831 14154 15525 16944 18411 19926 21489 231 2478 2526 2574 2622 267 2718 2766 2814 2862 291 100390 126281 152342 178537 204840 231229 257691 284212 310784 337398 31090 33000 34615 36000 37200 38250 39176 40000 40736 41400
Medium spans 42 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 24759 273375 31875 367125 4185 472875 53025 590625 654 720375 78975 862125 9375 1015875 109725 1181625 1269 2958 303 315 327 339 351 363 375 387 399 411 423 435 447 459 471 483 364050 404085 470934 537901 604957 672081 739260 806481 873736 941021 1008330 1075659 1143005 1210365 1277738 1345122 1412516 42000 42800 43920 44836 45600 46246 46800 47280 47700 48070 48400 48694 48960 49200 49418 49617 49800 (continued on next page)
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