Fire and steel construction


Structural performance in the fire condition is an important design consideration for all materials. The strength of steel reduces at elevated temperatures, so structural steelwork will generally need protection if the resistance of an unprotected member cannot be justified. Fire protection materials have been developed over many years to provide an effective solution. In parallel, much research has been undertaken into the performance of members and buildings at elevated temperatures, leading to comprehensive design rules such as BS 5950-8[1] and BS EN 1993-1-2[2]

[top]The Building Regulations and fire precautions in buildings

               Table B4.jpg
Structural fire resistance requirements for non-residential buildings in Approved Document B[3]

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 must be achieved, but do not prescribe how the requirements are to be satisfied.

For example, Requirement B3(1) of the Building Regulations for England 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[3]. 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. An assembly building between 18 and 30 metres in height requires 90 minutes fire resistance, unless it has a sprinkler system when the fire resistance period reduces to 60 minutes. Until April 2014, this document was shared between England & Wales but in that month, a separate document was issued for Wales[4]. The differences between these are small but it is necessary to know that they exist.

In Scotland the equivalent document is Scottish Technical Handbook 2022[5] and in Northern Ireland it is Technical Booklet E[6]. Some local and building specific regulations are also in place.

All the Government documents provide provision for alternative solutions using fire safety engineering approaches. Approved Document B[3] paragraph 0.18 states that Fire safety engineering might provide an alternative approach to fire safety. Fire safety engineering may be the only practical way to achieve a satisfactory standard of fire safety in some complex buildings and buildings that contain 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[7]. 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.

[top]Steelwork fire resistance

               Heating rates.png
Large, heavy sections heat up more slowly than smaller, lighter sections and so have more inherent fire resistance

Main articles: Fire testing, Design using structural fire standards

All 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.

The fire resistance of an element is usually defined as the time for which the element can satisfy appropriate criteria (for example, its load-carrying resistance). Tests are undertaken in a furnace where the temperature follows a standard time-temperature relationship as shown, which is the same for all materials. The standard time-temperature curve does not follow the general behaviour in a real fire, where the temperature falls once the fire load (matter which burns) has been consumed. The fire resistance periods obtained in a test are a measure of the adequacy of the construction in a fire but have no direct relationship with the duration of a real fire. BS 476-20[8], ISO 834[9] and BS EN 1363-1[10] describe the standard test.

The strength of 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 through the cross section and the design load.

For small, fully loaded sections, exposed on all four sides, the inherent fire resistance without added protection can be as little as 12 minutes. For very large 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 (e.g. shallow floor systems), up to 60 minutes inherent fire resistance can be achieved. SCI-P186 describes methods of designing steel framed buildings for 30 and 60 minutes fire resistance without applied fire protection.

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. The fire resistance of hollow sections may be increased by concrete filling, which may mean that external fire protection is not required.

[top]Design using structural fire standards

Main articles: Fire testing, Design using structural fire standards,Structural fire engineering

The world’s first design code for steel in fire, BS 5950 Part 8[1] 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[1] 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 describe the rules for the fire design of buildings using structural steelwork:

  • BS EN 1991-1-2[11],
  • BS EN 1993-1-2[2]
  • BS EN 1994-1-2[12].

The fire Eurocodes are more comprehensive than BS5950 Part 8[1]. 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[1], 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[1]) 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. Free design software is available for the design of both beams and columns at elevated temperature.

Design Eurocodes are 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.

Comprehensive advice on the fire resistance of steel framed buildings in accordance with the Eurocodes is given in SCI P375, and worked examples following the simplified calculation models, covering the verifications of beams and columns are presented in SCI-P403 and available here.

[top]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 (more commonly) off-site applied. The UK has an efficient and competitive structural fire protection industry which can deliver cost-effective solutions.

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. Thin film intumescent coatings 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, 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 such as truss members require protecting but where a dry trade is preferred.

Concrete encasement can also be used as fire protection for structural steelwork. This method has only a small percentage of the fire protection market in the UK. Blockwork filling between column flanges may be used to increase fire resistance.

[top]Structural fire protection specification

               A over V and heating rate.png
Section factor and heating rates in fire
               Yellow book 5th ed.png
The ASFP’s Yellow Book[13]

Main articles: Fire protecting structural steelwork, Calculating section factors

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 surface area of the member per unit length (Am) divided by the volume per unit length (V). It is measured in units of m-1.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 Am/V.

Section factors for a range of common structural and fire protection arrangements for hot rolled open sections can be found in the The Blue Book. It can also be found in a document published by the Association for Specialist Fire Protection (ASFP)[13], (the Yellow Book), which contains, in addition, information on section factors for hot finished hollow 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.

[top]Hollow sections in fire

Main articles: Hollow sections in fire

               Reinforced hollow section arriving on site.jpg
Reinforced hollow section arriving on site

Hot finished 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 (SCI P259) 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[14], the main difference between ambient and fire designs being the modifications of mechanical properties at elevated temperatures for the fire conditions.

[top]Composite steel deck floors in fire

               SCI P056.png
SCI P056

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 5950 Part 4[15] 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 allowing the designer to simply select a solution from a table. 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[12] 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 P359 and also in the Yellow Book[13].

[top]External steelwork in fire

               DSS Newcastle.png
The DSS building in Newcastle. Unprotected external steel

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 P375. 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[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 may also be suitable for situations where the risk is from hydrocarbon fires.

The most common form of fire protection used on external steel is thin film intumescent coating. 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.

In addition, thick film epoxy intumescents are used to fire protect external steel. A case study is available here. These are also available as precast products.

A case study on an engineered solution for external steel in fire is available by following the link here

[top]Car parks in fire

               Unprotected steel in car park 2.png
Unprotected steel in a typical open car park

Main articles: Car parks in fire, Calculating section factors

For the purposes of fire resistance, car parks for light vehicles can be classed as either open sided, or all other types. Approved Document B[3] defines the requirements for open sided car parks. Open car parks can be considered as a special case of external steelwork. In the UK, 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.

[top]Single storey buildings in fire

Main articles: Single storey buildings in fire boundary conditions

               Single storey building after fire.png
The side of a building which must not collapse in a fire will remain stable if protected and designed for base fixity
               SCI P313.png
SCI P313: Single storey steel framed buildings in fire boundary conditions

In the UK, structural frames in single storey buildings do not normally require fire protection. Approved Document B[3], Section 7.3, 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.

Fire resistance is required when single storey non-domestic buildings are located close to a boundary. The objective is to stop fire spreading to adjacent buildings. The Building Regulations define when a building falls within the scope of a boundary condition

Where a single storey building exists in a boundary condition, it has been widely accepted that it is necessary only for the affected elevation and its supporting steel columns to be fire protected. The rafters may be left unprotected but the column base must be designed to resist the overturning moment 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 referenced in Section 13.15 of Approved Document B[3] and Section 2.D.2 of Scottish Technical Handbook 2022[5].

[top]Active fire protection

               Sprinkler 2.png
Activated exploding head sprinkler

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[3] 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 concessions are also possible. Technical Booklet E[6] addresses the issue in a similar way.

In the special case of large shopping complexes, Approved Document B[3] requires that the provisions of BS 9999[7] are followed for fire precautions and this usually means that a life safety sprinkler system is installed for any covered shopping complex.

In Scottish Technical Handbook 2022[5], sprinklers are not mandatory in most buildings, with the following exceptions: enclosed shopping centres; residential care buildings; sheltered housing complexes, school buildings ; a building containing flats or maisonettes; social housing and shared multi-occupancy residential buildings.

BS 9999[7] also allows concessions for sprinklers. In general, these are more attractive than those on offer in Approved Document B[3] and can affect issues such as structural fire resistance, maximum travel distances and minimum door widths.

[top]Structural fire engineering

               ISE guide to fire engineering.png
Institution of Structural Engineers Guide to the advanced fire safety engineering of structures[16]

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[3], Scottish Technical Handbook 2022 [5] and Technical Booklet E[6]. 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 a comprehensive analytical and engineering approach to the particular structure and risks. This has been supported by a wide ranging and intensive programme of research and development world-wide. Thus Approved Document B[3] 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[16].

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. 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[3] 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.

An example of fire engineering is the consideration of localised fires rather than assuming that the temperature of an entire compartment within a building rises uniformly. Undertaking a performance-based fire engineering approach for certain types of structures such as airports and other large open buildings will produce a more accurate and more economic design. The analysis involves an assessment of the material that may cause the fire, the size and ventilation characteristics of the compartment and is considerably more complex than following a prescriptive approach. Guidance on the effect of localised fires on columns is given in SCI P423.

[top]Structural steel after fire

               Steel strength in fire.png
The decrease in strength of hot rolled structural steel with temperature
               Fire damage assessment.png
This document remains one of the definitive sources of information on reinstatement of steel framed buildings after fire

Main Articles: Design using structural fire standards, Fire damage assessment of hot rolled structural steelwork

Fire will affect structural steel and the extent of the impact needs to assessed once the fire has been extinguished. On many occasions steelwork exposed to fire shows little or no distortion, 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 of hot rolled structural steel retain about 60% of their room temperature yield strength. This is often considered to be the failure temperature for structural steel, but in practice this is a very conservative assumption - the calculated failure temperature may be significantly 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 higher grades being most affected. 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.


  1. 1.0 1.1 1.2 1.3 1.4 1.5 BS 5950-8: 2003, Structural use of steelwork in buildings. Code of practice for fire resistant design. BSI
  2. 2.0 2.1 2.2 BS EN 1993-1-2: 2005, Design of steel structures. General rules - structural fire design. BSI
  3. 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 Approved Document B (Fire safety, Volume 2 – Buildings other than Dwellings), 2019 edition incorporating 2020 amendments – for use in England . Ministry of Housing, Communities & Local Government
  4. 4.0 4.1 Approved Document B, Volume 2 – Buildings other than dwellinghouses, Fire safety, 2006 Edition incorporating 2010, 2013, 2016, 2017 and 2020 amendments - For use in Wales*, Welsh Government
  5. 5.0 5.1 5.2 5.3 Building standards technical handbook: 2022 – Non-domestic, Section 2 – Fire, The Scottish Government
  6. 6.0 6.1 6.2 6.3 Technical Booklet E, Fire safety, Building Regulations (Northern Ireland) 2012, Department of Finance and Personnel of the Northern Ireland Government, 2012
  7. 7.0 7.1 7.2 7.3 BS 9999: 2017, Fire safety in the design, management and use of buildings - Code of practice. BSI
  8. 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
  9. ISO 834-1: 1999, Fire-resistance tests - Elements of building construction. General requirements. International Standards Organisation
  10. BS EN 1363-1: 2020, Fire resistance tests. General requirements . BSI
  11. BS EN 1991-1-2: 2002, Actions on Structures. General actions - Actions on structures exposed to fire. BSI
  12. 12.0 12.1 BS EN 1994-1-2: 2005+A1:2014, Design of composite steel and concrete structures. General rules. Structural fire design. BSI
  13. 13.0 13.1 13.2 Fire protection for structural steel in buildings. 5th edition. Association for Specialist Fire Protection
  14. BS EN 1994-1-1:2004. Design of composite steel and concrete structures. General rules and rules for buildings BSI
  15. BS 5950-4: 1994, Structural use of steelwork in building. Code of practice for design of composite slabs with profiled steel sheeting, BSI
  16. 16.0 16.1 Guide to the advanced fire safety engineering of structures. Institution of Structural Engineers, 2007


Member fire design tools:

[top]See also

[top]External links