Large Heavy-duty Train Axle Load Under The Action Of Steel Beam Overloading Adaptability Research

With the development of railway heavy haul train, the static performance,dynamic performance and fatigue performance of existing beam bridge are affected.In this paper, for both steel girder bridges in Tie Ke Yuan given GQ80(27 t), KZ80(27t), C80(25 t) and other large axle load on the railway line from Beijing to Guangzhou were adaptability analysis.Based on the Beijing Guangzhou line number respectively for the three standard bridge 0011-24 m, 32 m, 40 m deck steel plate girder bridge, designed bridge9550-19 m Through steel plate girder bridge, designed bridge 9513-19.3 m box type steel plate girder bridge and existing steel plate girder bridge under the heavy axle load on the adaptability of the whole plate girder bridge and local adaptation research;again through the software Midas/Civil respectively to establish the spatial model of different span girder bridge and plane calculation data were compared. Draw the following conclusions:(1)Compared with a given heavy load, the live load still plays a major role in the control. Under live load, the calculation of bridge vertical stiffness only 19 m under bearing plate girder bridge and a lot of storage space, the span of the rest is not satisfied or are approaching the stiffness limit; 32 m, 40 m steel plate girder bridge transverse stiffness do not meet the requirements, the span of the rest of the beam bridge transverse stiffness to meet the requirements and a certain safety margin; for transverse overturning stability of the long span plate girder bridge can meet the requirements.(2)By local steel plate girder bridge analysis that the overall stability of the girder meet the requirements; the local stability of the girder web, in addition to the19 m deck steel plate type beam, the remaining span steel girder stiffening rib construction requirements do not meet the current specification, the checking calculation of the local stability of Web meet the original design specification requirements, but did not meet the current specification requirements; checkingcalculation of fatigue, three standard bridge 0011 in three span steel girder, main fatigue details does not meet the current specification requirements.(3)By establishing the spatial finite element model of the Midas/Civil of the steel plate girder bridge, the results calculated by the Midas/Civil space model are consistent with the results of the plane calculation. Except for 19 m under the fatigue stress of the steel plate girder, most of the fatigue stress and the vertical deflection of the bridge are not satisfied.