Fire and steel construction
The past two decades have seen great advances in understanding of the behaviour of steel in fire, and it can now justifiably be claimed that more is known about steel than any other framing material in fire. Rigorous testing, both small and large scale, has led to the development of modelling and analytical techniques that are being constantly improved by some of the UK’s leading Universities and centres for research. These have been adopted by specialist consultancies which are at the leading edge of capability in terms of their ability to deliver efficient engineered solutions for fire in buildings. This has been accompanied by the development of a competitive and efficient fire protection industry, which has invested hugely in research and development and which delivers effective materials at a fraction of the costs of one or two decades ago. This can be compared with alternatives such as reinforced concrete, where the rules for fire are based on tests carried out over fifty years ago and where more recent testing has demonstrated significant shortcomings.
The Building Regulations and fire precautions in buildings
Main articles: Structural fire resistance requirements
The obligations placed on those who design and construct buildings to ensure that they are both safe and healthy are contained in the Building Regulations. The requirements of the regulations are set out in functional terms, i.e. they outline what has to be done but not how this can be achieved.
For example, Requirement B3(1) of the Building Regulations for England & Wales states that The building shall be designed and constructed so that, in the event of a fire, its stability will be maintained for a reasonable period. The equivalent requirement (2.3) in the Scottish Building Regulations states that Every building must be designed and constructed in such a way that in the event of an outbreak of fire within the building, the load-bearing capacity of the building will continue to function until all occupants have escaped, or been assisted to escape, from the building and any fire containment measures have been initiated.
The Governments of the various regions of the UK publish documents which provide guidance on means by which compliance can be achieved. In terms of fire, the most widely used of these is England's Approved Document B. Amongst the various rules for fire safety in buildings contained in this document are details of the structural fire resistance requirements to meet the obligations for structural stability described above. For example, an office building over 30 metres in height requires 120 minutes fire resistance plus a life safety sprinkler system and an unsprinklered assembly building between 18 and 30 metres in height requires 90 minutes fire resistance. Until April 2014, this document was shared between England & Wales but in that month, a separate document was issued for Wales. The differences between these are small but it is necessary to know that they exist.
All the Government documents provide provision for alternative solutions using fire safety engineering approaches. Approved Document B states that Fire safety engineering can provide an alternative approach to fire safety. It may be the only practical way to achieve a satisfactory of fire safety in some large and complex buildings and buildings containing different uses.
In recent years, as the result of extensive research into the nature of fire, how it spreads and the risk factors in building fires, the British Standards Institute has published BS 9999. The intention behind the development of the document is to provide a more transparent and flexible approach to fire safe design through the use of a structured approach to risk. In many cases, the use of BS 9999 will lead to more economic solutions for fire than are possible using the Government publications.
Welsh Approved Document B
Steelwork fire resistance
All hot rolled structural steel sections have some inherent fire resistance and this is a function of the size of the section, its degree of exposure to the fire and the load that it carries. Fire resistance is usually measured in relation to the ability of the structural section to survive in a standard fire test as outlined in BS 476 Parts 20, ISO 834 and BS EN1363-1. This test takes place in an approved furnace and follows a standard time-temperature curve which is the same for all materials and components.
The strength of hot rolled structural steel decreases with temperature. Following an extensive series of standard fire tests, that strength reduction has been quantified. Recent international research has also shown that the limiting (failure) temperature of a structural steel member is not fixed but varies according to two factors, the temperature profile and the load.
For small, fully loaded hot rolled sections, exposed on all four sides, the inherent fire resistance without added protection can be as little as 12 minutes. For very large, hot rolled sections, lightly loaded and with some partial protection from concrete floor slabs on the upper flange, this can be as high as 50 minutes. Where the heated perimeter is further reduced by the method of the construction, up to 60 minutes inherent fire resistance can be achieved. The best known form of construction which uses this principle is Slimdek.
Where the inherent fire resistance of the steel is less than that necessary to meet the requirements for structural stability for the building, additional precautions must be taken. This usually takes the form of applied fire protection which insulates the steel from the increasing temperatures. An option exists when using hot rolled hollow sections to avoid the need for applied fire protection by the use of reinforcement and concrete filling.
The standard fire test time-temperature relationship
Design using structural fire standards
The world’s first design code for steel in fire, BS5950 Part 8 was published in the UK in 1990 and redrafted in 2003. It is based on extensive testing by Tata Steel and the Building Research Establishment (BRE) and brings together in one document details of many of the methods of achieving fire resistance for structural steelwork. Although it is based on evaluation of performance of structural steel members in the standard fire test, it may also be used in fire engineering assessments when parametric fire temperatures are derived by calculation.
BS5950 Part 8 also includes design information and guidance for design of portal frames, hollow sections in fire, external steelwork, composite slabs and calculation of fire protection thicknesses based on limiting (failure) temperatures. Background to the standard and worked examples (to the 1990 version) are given in SCI P080.
The following Eurocodes are now published and describe the rules for the fire design of buildings using structural steelwork:
The fire Eurocodes are more comprehensive than BS5950 Part 8. A greater level of detail is available on material properties and, as well as dealing with most of the subjects covered in BS5950 Part 8, the combined suite of fire Eurocodes also introduces the concept of time-temperature relationships for different types of fire, including parametric fires. These are fires which are specific to the conditions in the building being considered. Three levels of calculation are provided: tabular; simple and advanced.
The tabular methods are used for direct design when certain parameters relating to loading, geometry and reinforcement are known. Simple methods are generally considered to be suitable for hand calculation, although they are often quite complex (generally much more so than in BS5950 Part 8) and may often require the development of spreadsheets or bespoke programs. Advanced calculation models are only appropriate for computer analysis and not for general design.
Design Eurocodes are generally accompanied by National Annexes which provide instruction on values for certain nationally determined parameters and also on elements of the standards which are not applicable in the UK. This recognises the responsibility of the regulatory authorities in each member state to define their own required levels of safety. The National Annex may also contain guidance on the application of informative annexes in the Eurocodes and references to non-contradictory complementary information (NCCI) to assist the user to apply the design rules in the Eurocodes. Background to the Eurocodes is given in SCI P375.
Fire protecting structural steelwork
Main Articles: Fire protecting structural steelwork
Passive fire protection materials insulate steel structures from the effects of the high temperatures that may be generated in fire. They can be divided into two types, non-reactive, of which the most common types are boards and sprays and reactive, of which thin film intumescent coatings are the best example. Thin film intumescent coatings in turn can be either on-site or off-site applied. The UK is fortunate in having an efficient and competitive structural fire protection industry which delivers excellent quality at low cost.
Thin film intumescent coatings are paint like substances which are inert at low temperatures but which provide insulation by swelling to provide a charred layer of low conductivity material when heated. This char is an excellent insulator. Over the past decade thin film intumescent coatings have come to dominate the passive structural fire protection market in the UK.
Thin film intumescent coatings can be specified with an aesthetic or a non-aesthetic finish. The cost differential can be considerable and care should be exercised to ensure that the specification is consistent with the visual requirement.
Boards are also a popular type of fire protection in the UK. They are widely used both where the protection system is in full view and an aesthetic appearance is required, and where it is hidden. Boards can be divided into two families. Those which are suitable for the application of decorative finishes are generally quite heavy, and more expensive, than the non-aesthetic, lighter materials.
Sprays protection systems have decreased in popularity in the past decade, despite being one of the cheapest forms of fire protection in terms of application costs. This is mainly due to problems with overspray and impacts on the construction program.
Flexible, or blanket, fire protection systems have been developed and fill a niche where complex shapes require protecting but where a dry trade is preferred.
Concrete encasement can also be used as fire protection for structural steelwork. At present this method has only a small percentage of the fire protection market with other traditional methods such as blockwork filling also used occasionally.
Aesthetic thin film intumescent coating.
Structural fire protection specification
Fire protection manufacturers’ recommendations for the use and application of their products generally relate the thickness of fire protection to the section factor and the fire resistance time required. The section factor is defined as the cross-sectional area of the section in metres squared (A) divided by the volume of the section in cubic metres (V). This was previously calculated as heated perimeter divided by cross sectional area (Hp/A), which is the same thing for uniform cross-sections. Hp/A is still occasionally used and perhaps explains the concept more effectively than A/V.
Section factors for a range of common structural and fire protection arrangements for hot rolled open sections can be found in the Tata Steel Blue Book and in SCI P363. 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. These are issued in the form of Advisory Notes and Technical Guidance Documents.
Hollow sections in fire
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. By filling hollow sections with concrete, a composite section is produced, which will increase the section’s room temperature load carrying capacity, whilst retaining all the advantageous features of the basic unfilled section. 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 1994-1-1, the main difference between ambient and fire designs being the modifications of mechanical properties at elevated temperatures for the fire conditions.
Composite steel deck floors in fire
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 5950 Part 4 for fire when using mesh reinforcement. Both are described in the SCI publication, P056. 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 1994-1-2 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. They are given in SCI P056 and also in the Yellow Book.
External steelwork in fire
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 P009. 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 1993-1-2 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.
Where external steel is not required to be aesthetic and/or it requires resistance to damage and abrasion, concrete encasement is still sometimes used as a form of fire protection. 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. Care should always be taken to ensure that the manufacturers’ application specification is followed so that the performance guarantee is valid.
A case study on an engineered solution for external steel in fire is available by following the link here
Car parks in fire
For the purposes of fire precautions, car parks can be classed as either open or other. Open car parks can be considered as a special case of external steelwork. Across the United Kingdom, the authorities recognise that there is a low risk of fire spread and ample opportunity for smoke and hot gases to be dissipated in open car parks when certain ventilation criteria are met. Therefore fire resistance requirements are low and the steel frame is generally unprotected as long as defined section factor requirements are also met.
The fire resistance requirements for other car parks are typically consistent with those for commercial buildings of the same height.
Single storey buildings in fire
Main articles: Single storey buildings in fire boundary conditions
In the UK, structural frames in single storey buildings do not normally require fire protection. Approved Document B, Section 7.4, excludes from the definition of elements of structure, that structure which only supports a roof. This is because the provisions of the Building Regulations exist mainly for the purposes of life safety and fires in single storey buildings are not generally considered to pose a significant threat in that regard.
Exceptions may occur and by far the most common scenario in which fire protection is required in single storey non-domestic buildings is where a boundary condition exists (i.e. where there is a danger of fire spread to adjoining buildings should a wall collapse in a fire).
Where a single storey building exists in a boundary condition, it has been widely accepted that it is necessary only for the affected wall and its supporting stanchions to be fire protected. The rafters and other walls may be left unprotected but the stanchion base must be designed to resist the overturning moments and forces caused by the collapse of the unprotected parts of the building in fire. The method of calculation used to derive the horizontal forces and moments created by rafter collapse is given in SCI P313; this is quoted in Section 12.4 of Approved Document B and Section 2.D.2 of Scottish Technical Handbook 2.
Active fire protection
Main articles: Sprinklers in UK fire codes
Sprinklers are designed to suppress automatically small fires on, or shortly after, ignition or to contain fires until the arrival of the fire service. In England Approved Document B requires that almost all buildings over 30 metres in height are required to have an approved life safety sprinkler system installed. A reduction of 30 minutes in the required fire resistance may be applied to many types of occupancies less than 30 metres in height when a life safety sprinkler system is installed and other trade-offs are also possible. Technical Booklet E addresses the issue in a similar way.
In the special case of large shopping complexes, Approved Document B requires that the provisions of BS 5588 Part 10 are followed for fire precautions and this requires that a life safety sprinkler system is installed.
In Scottish Technical Handbook 2, sprinklers are not mandatory in most buildings, with the following exceptions: enclosed shopping centres; residential care buildings; high rise domestic buildings; sheltered housing complexes and school buildings. BS 9999 also allows trade-offs for sprinklers. In general, these are more attractive than those on offer in Approved Document B and can affect issues such as structural fire resistance, maximum travel distances and minimum door widths.
Structural fire engineering
Main articles: Structural fire engineering
Increasing innovation in design, construction and usage of modern buildings has created a situation where it is sometimes difficult to satisfy the functional requirements of the Building Regulations by the use only of the provisions given in Approved Document B, Scottish Technical Handbook 2  and Technical Booklet E. Recognition of this, and also increased knowledge of how real buildings react in fire and of how real fires behave, has led many authorities to acknowledge that improvements in fire safety may now be possible in many instances by adopting analytical, or engineered, approaches. This has been supported by a wide ranging and intensive programme of research and development world-wide. Thus Approved Document B states that: Fire safety engineering can provide an alternative approach to fire safety. It may be the only practical way to achieve a satisfactory standard of safety in some large and complex buildings and in buildings containing different uses.
Fire safety engineering can be seen as an integrated package of measures designed to achieve the maximum benefit from the available methods of preventing, controlling or limiting the consequences of fire. The Institution of Structural Engineers says of structural fire engineering: By adopting a performance based approach to structural fire engineering….more economic designs can be achieved and more innovative and complex buildings can be constructed.
The move from prescriptive to functional requirements in the Building Regulations in the United Kingdom provided a huge boost to the development of fire engineering and this country can now lay claim to many of the leading consultancies in this field in the world. As a consequence, the majority of tall and complex buildings now benefit from an engineered approach to fire rather than relying on the prescriptive provisions of Approved Document B or similar. This has proved beneficial to the construction industry as a whole, but particularly to the steel construction sector, which has carried out most of the research and whose structures consequently offer the greatest potential for improved solutions using fire engineering.
Structural steel after fire
Fire will affect structural steel and the extent of the impact needs to assessed once the fire has been extinguished. On many occasions fire affected steelwork shows little or no distortion or ill effects, and this leads to uncertainty as to how it has been affected. This is particularly true in situations where fire has resulted in some parts of the structure exhibiting little or no damage alongside areas where considerable damage and distortion are clearly visible.
All materials weaken with increasing temperature and steel is no exception. Strength loss for steel is generally accepted to begin at about 300°C and increases rapidly after 400°C. By 550°C the most common grades (S275 and S355) of hot rolled structural steel retain about 60% of its room temperature yield strength. This is usually considered to be the failure temperature for structural steel. However, in practice this is a very conservative assumption. Variations in loading and temperature profiles, the restraining effects of connections etc. mean that real failure temperatures can be much higher.
Structural steels that are heated above 600°C will lose some of their properties on cooling. The extent of this loss is a function of the grade of steel, with the highest grades suffering most. Tests exist to check if any such loss of properties has taken place.
Fires can also cause distortion and yielding in bolts and connections due to thermal expansion and contraction. Checks should always be carried out to determine if this has led to weld cracking, bolt shearing etc.
Detailed information is available on the reinstatement of steel after fire in the publication The Reinstatement of Fire Damaged Iron and Steel Framed Structures.
- ^ Reinforced concrete structures in fire: a review of current rules. Kelly, F. & Purkiss, J. Structural Engineer, 7th October 2008
- ^ 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 Approved Document B,(Fire Safety) 2006. Department of Communities and Local Government
- ^ 3.0 3.1 Approved Document B, 2013, Welsh Government
- ^ 4.0 4.1 4.2 4.3 Scottish Technical Handbook, 2011, Part 2. The Scottish Government
- ^ 5.0 5.1 5.2 5.3 Building Regulations 2012 Northern Ireland. Technical Booklet E. Fire Safety. Department of Finance and Personnel
- ^ 6.0 6.1 6.2 6.3 BS 9999: 2008, Code of practice for fire safety in the design, management and use of buildings. BSI
- ^ BS 476-20: 1987, Fire tests on building materials and structures. Method for determination of the fire resistance of elements of construction (general principles). BSI
- ^ ISO 834-1: 1999, Fire-resistance tests - Elements of building construction. General requirements. International Standards Organisation
- ^ BS EN1363-1: 1999, Fire resistance tests. General requirements . BSI
- ^ 10.0 10.1 10.2 10.3 10.4 BS 5950-8: 2003, Structural use of steelwork in buildings. Code of practice for fire resistant design. BSI
- ^ BS EN 1991-1-2: 2002, Actions on Structures. General actions - Actions on structures exposed to fire. BSI
- ^ 12.0 12.1 BS EN 1993-1-2: 2005, Design of steel structures. General rules - structural fire design. BSI
- ^ 13.0 13.1 BS EN 1994-1-2: 2005, Design of composite steel and concrete structures. General rules for structural fire design. BSI
- ^ 14.0 14.1 14.2 Fire protection for structural steel in buildings. 5th ed. Published by the Association for Specialist Fire Protection
- ^ BS EN 1994-1-1:2004. Design of composite steel and concrete structures. General rules and rules for buildings BSI
- ^ BS 5950-4: 1994, Structural use of steelwork in building. Code of practice for design of composite slabs with profiled steel sheeting, BSI
- ^ BS 5588-10: 1991, Fire precautions in the design, construction and use of buildings. Code of practice for shopping complexes, BSI
- ^ 18.0 18.1 Guide to the advanced fire safety engineering of structures. Institution of Structural Engineers, 2007
- Steel construction - Fire Protection supplement, 2013
- SCI P080 Fire resistant design of steel structures – A handbook to BS 5950 Part 8, 1990
- SCI P363 Steel Building Design: Design Data, 2013
An interactive online version, or 'Blue Book', is also available.
- SCI P375 Fire Resistance Design of Steel Framed Buildings
- SCI P056 The Fire Resistance of Composite Floors with Steel Decking, 2nd ed.
- SCI P009 Fire Safety of Bare External Structural Steel
- SCI P313, Single Storey Steel Framed Buildings in Fire Boundary Conditions
- The Reinstatement of Fire Damaged Iron and Steel Framed Structures
- NCCI: PN006a-GB Design of reinforced, concrete filled, hot finished structural steel hollow sections in fire
- Design example for the calculation of critical temperatures for beams and columns in a two storey building
- Design example for the calculation of critical temperatures for beams and columns in a seven storey building
Member fire design tools:
- Calculating section factors
- Car parks in fire
- Design using structural fire standards
- Design of composite steel deck floors for fire
- Eurocode classification of sections in fire
- Fire damage assessment of hot rolled structural steelwork
- Fire protecting structural steelwork
- Fire testing
- Single storey buildings in fire boundary conditions
- Sprinklers in UK fire codes
- Structural fire engineering
- Structural fire resistance requirements
- Hollow sections in fire