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Source: Lawson, R.M. and Newman, G.M., 1996, Structural fire design to EC3 & EC4, and comparison with BS 5950, Technical Report, SCI Publication 159, The Steel Construction Institute.

Source: Lawson, R.M. and Newman, G.M., 1996, Structural fire design to EC3 & EC4, and comparison with BS 5950, Technical Report, SCI Publication 159, The Steel Construction Institute.

where FR is the fire resistance rating in minutes and t is the thickness of the steel shell in mm. The concrete temperature is calculated by

where C1 is a multiplication factor depending on the composite section size and location of the concrete (and is independent of the standard fire resistance time) and Tslab is the temperature in an infinitely wide concrete slab exposed to fire on one side (given in Figure 37.16). Values of C1 are given in Table 37.8.

If reinforcement is used, the reinforcement temperature should be taken as that of the concrete at the same location. Furthermore, for reinforcement in the corners of a square section, due to heating from two sides of the composite section, the reinforcement temperature should be calculated from an equivalent depth of half the concrete cover depth.

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