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Open image in new window Figure 6 Location of factored railway load.
To achieve economical compensation for the huge-capacity negative sequence currents generated by high-speed railway load, an electromagnetic hybrid compensation system (EHCS) and control strategy is proposed.
The material nonlinearity of the soil and metal structure as well as the stage construction effects were accounted for in the numerical analyses, and the railway load model LM71 CEN (2002) has been applied.
where P and M are the axial thrust and bending moments due to the dead load and railway load in conduit walls, and they are calculated using the 2D or 3D FE analyses.
The longitudinal distributed loading model of LM71 (see Figure 5a) was selected for the 2D analysis to simplify the investigation of the moving effects of the railway load on the structure through a large amount of calculations in the numerical procedure.
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(b) The factored railway loading pattern located symmetrically on midspan (location 2).
In this paper, the effects of spans larger than 8 m (using stiffened panels under railway loads) are investigated using an FE analysis.
Last, examples of ground vibration due to railway loading are presented including a conventional railway embankment and highly compacted geomaterials embankment with vertical Retaining Walls.
FESP will provide dynamic energy storage to balance railway loads and generation capacities from RIMGs and the grid to achieve high performance and economical operation.
The effects of spans larger than 8 m or more stiffened panels due to railway loads that maintain a safe railway track have not been accounted for in the minimum cover formulas and are the subject of this paper.
As can be seen in Table 8 for the structures with wall stiffness less than those of panel VI, in order to withstand under railway loads, the height of cover has significantly increased.
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