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Following the eigenvalue analyses, time history dynamic analyses are carried out using the full bridge model.
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Three types of elements were used in the full bridge model: (1) the four-nodded, shell elements were used to model the bridge deck, (2) three-nodded beam elements were used to model the I-shaped steel girders, and (3) two-nodded beam elements were used to model the reinforced concrete abutment and piles.
Table 1 shows the values of the modulus of subgrade reaction used in the full bridge model for exterior and interior springs for the soil behind the abutments and under the approach slabs.
The full bridge was modeled using the commercial finite element analysis software ABAQUS and the model was validated using field data.
Figure 6 THD reduction versus inserted time guard tg. Figure 7 reports the circuit schematic of the full bridge power stage, using commercial power MOS from [26].
At present, the topologies which can be used in the multi-terminal system and have DC fault clearance function are not only the currently used full bridge sub-module topology, but also new type converter topological structures developed by many institutions and scholars, e.g. the one based on the full bridge or CDSM (clamping double sub-modules) [34].
Open image in new window Figure 12 Contour plot of the full bridge under thermal loading.
Three-dimensional, nonlinear finite element (FE) model of the full bridge has been developed to study the effect of thermal loading on the bridge substructure.
The full bridge FE model consisted of shell elements for the bridge deck, approach slabs, beam elements for the steel girders, abutment, and piles.
The suitability of the full bridge circuits to regulate the coil currents was tested in another study.
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