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The dynamic response of a cable‐stayed bridge to seismic, wind and simulated traffic loads is discussed. The analysis procedure which is used considers non‐linear behaviour of the cables, caused by the variation in sag with tensile force, and non‐linear behaviour of the bending members, caused by the interaction of axial and bending deformations. It is concluded that the non‐linearity of the structure must be considered in determining the stiffness of the structure in the dead load deformed state. A linear dynamic analysis, however, starting from the dead load deformed state will give results within normally required design accuracy.

No abstract

Level V: Bench testing.