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It can also be found in a document published by the Association for Specialist Fire Protection ASFP  , the Yellow Book , which contains, in addition, information on section factors for hot rolled tubular sections.
The ASFP has extensive guidance for specifiers, fabricators, contractors and enforcement authorities, and anyone else with an interest or responsibility for providing adequate structural fire protection within steel framed buildings.
Main articles: Hollow sections in fire. Hot rolled rectangular and circular structural hollow sections provide architects and engineers with aesthetically pleasing and robust solutions in structural design.
They can achieve a constant external dimension for all weights of a given size, which enables them to achieve standardisation of architectural and structural details throughout the full height of the building.
The uniformity of shape and properties means that they more are efficient in certain design conditions than open sections.
Fire resistance in structural hollow sections can be achieved by the use of external fire protection, usually thin film intumescent coatings or by either concrete filling with reinforcement or by concrete filling combined with external fire protection.
Alternatively, for the same original load capacity, it permits smaller composite sections to be used. Any reduction in section size also gives advantages in subsequent construction processes, including a reduced surface area for painting and a reduced footprint and increased lettable area.
Filled hollow sections will need to contain reinforcement in the mix in order to minimise column dimensions and to sustain the required fire limit state design loads for fire resistance periods of 60 minutes or more.
Design guidance and software Firesoft for the design of reinforced, concrete filled hollow sections in fire is available.
The software is based on the European code for composite construction for ambient condition, EN  , the main difference between ambient and fire designs being the modifications of mechanical properties at elevated temperatures for the fire conditions.
Main articles: Composite steel deck floors in fire , Fire protecting structural steelwork. A composite steel deck floor is designed in bending as either a series of simply supported spans or a continuous slab.
The strength of the floor in fire is provided by the inclusion of mesh fabric or fibre reinforcement. Mesh reinforcement can be that present in ordinary room temperature design; it may not be necessary to add more solely for the fire condition.
It is not normally necessary to fire protect the exposed soffit of the steel deck. Two methods are available for the design of composite steel deck floors designed to BS Part 4  for fire when using mesh reinforcement.
Both are described in the SCI publication, P These are the fire engineering and the simplified method. Most decking manufacturers provide extensive data on slab details for given periods of fire resistance.
These are usually based on the simplified method although the fire engineering method is occasionally used usually signified by the presence of bottom reinforcing bars in the slab.
BS EN  also contains a simplified method for calculating the design moment of resistance of composite steel deck floor slabs with mesh reinforcement.
It should be noted that Annex D, Model for the calculation of the fire resistance of unprotected composite slabs exposed to fire beneath the slab according to the standard temperature-time curve is not applicable in the UK.
Research has shown that filling the voids between the raised parts of the deck profile and the top flange of a downstand beam in composite construction is not always necessary.
The upper flange of a composite beam is so close to the plastic neutral axis that it makes little contribution to the bending strength of the member as a whole.
Thus, the temperature of the upper flange can often be allowed to increase, with a corresponding decrease in its strength , without significantly adversely affecting the capacity of the composite system.
Details of when to fill the voids are widely available. Main articles: Structural fire engineering. Modern steel framed buildings are sometimes constructed with the structural frame on the outside of the facade.
Since, in the event of a fire, an external structural frame will be heated only by flames emanating from windows or other openings in the building facade, the fire that the external steelwork experiences may be less severe than that to which the steel inside the building is exposed.
It may be possible to design the frame members to remain unprotected or to have reduced protection if they are positioned so that they will not be engulfed by flames and hot gases issuing from facade openings.
Assessment can be carried out in accordance with SCI P This describes the calculation process involved in determining the temperatures reached by external steel subject to a fire in an adjacent compartment.
It involves calculation of: the flame velocity; the flame height above the window; the horizontal flame projection; the effective flame temperature; the flame emissivity; the configuration factor for the flame with respect to the steel; the effective fire temperature; the configuration factor for the openings with respect to the steel; and the rate of burning within the compartment.
BS EN  Appendix B also contains a method for calculation of the size and temperature of flames from openings and radiation and convection parameters for heat transfer calculations.
Some spray protection materials can also be used and some could be suitable for situations where the threat is from hydrocarbon fires.
The most common form of fire protection used on external steel is thin film intumescent coatings. A limited number of products are available for this type of application and it should be recognised that there will be a limit on the time for which the manufacturers will guarantee the performance of their materials.
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