Steel Buildings in Europe

Part 7: Fire Engineering 7 - 33 5.5 Simplified design methods A flowchart showing simplified calculation methods is given in Figure 5.9. yes No No yes (*) For all the possible fire scenarios according to the building arrangement Industrial hall Checking of failure modes Choice of fire scenario (*) (see Figure 5-14) Calculation of displacements of the steel structure δ i (see expression (30)) Calculation of tensile force F i (see expression (29)) Checking of the compatibility of displacements  Steel structure and partition elements  Steel structure and facade elements Checking of the stability at the ultimate limit states of the cold parts of the steel structure End of checking yes Change in the steel structure Change in the design of partition or facade elements to ensure the compatibility of displacements No Is it a simple isolated portal frame? Design recommendations at the bottom of columns (see end of §5.6.2) yes Figure 5.9 Application flowchart of calculation methods The calculations of tensile force and lateral displacements at compartment ends must be performed for all possible fire scenarios. Examples of scenarios are given in Section 5.5.3. Calculation methods are given in Sections 5.5.1 and 5.5.2. 5.5.1 Tensile force at compartment ends m 1 = 1 m 2 = 2 n = 1 K 2 F F  K 1 Figure 5.10 Horizontal tensile force at the fire compartment ends When a fire occurs in a compartment of the building, the horizontal tensile force F at the compartment ends resulting from the collapse of the roof structure (see Figure 5.10), which is needed to verify the stability of the cold part of the structure can be obtained from:  F c n q p eff  (29)