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V.4Appendix 4.2.4 - p. 2Amendment No. V-l/91 (Jan.)TABLE 4.2,11 COLLISION LOADS ON BRIDGESUPERSTRUCTURES OVER HIGHWAYSLoad normal tothe carriagewaybelow(kN)250(50)Load parallel tothe carriagewaybelow(kN)500(50)Point of applicationon bridge superstructureOn the soffit in anyinclination betweenthe horizontal andthe (upward) vertical6.8.3 Associated nominal primary live loadNo primary live load is required to beconsidered on the bridge.6.8.4 Load combinationVehicle collision loads on supports and onsuperstructures shall be considered separately, incombination 4 only, and need not be taken as coexistentwith other secondary live loads.6.8.5 Design loadFor all elements excepting elastomericbearings, the effects due to vehicle collision loads onsupports and on superstructures need only be consideredat the ultimate limit state. The y £L to be applied tothe nominal loads shall have a value of 1.50.The design loads shall be applicable for globaleffects only i.e. local effects at the point of impactare to be ignored.For the design of lightweight structures, suchas footbridges, the supports shall be designed to thereduced main load and residual load components shownwithin brackets in Table 4.2.10.For elastomeric bearings, the effects due tovehicle collision loads on supports and onsuperstructures should be only considered at theserviceability limit state. The y fL to be applied to thenominal loads shall have -a value of 1.0.