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References: Steel
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Fire Resistance of Steel-Framed
Buildings
by Corus Construction & Industrial,
2006
The Approved Document approach to satisfying regulatory
requirements in England and Wales in the mid 1980s began a recognition
of modern practice that continued into the '90s with the introduction
of the structural codes for fire resistant design embodied in BS5950
Part 8, and Eurocodes 1991-1-2,
1993-1-2 and 1994-1-2. This has further developed with the
publication of BS7974, the Code of Practice for Application
of Fire Safety Engineering Principles to the Design of Buildings.
The pace of change will continue through this decade as increasingly
sophisticated methods are developed to allow design for fire
to
move away from consideration only of simple elements towards
whole building behaviour in fire. This publication is a guide to
the
latest thinking in the field of fire safety. It is concerned
primarily with solutions to structural fire resistance issues in
steel-framed
buildings. It will be updated frequently to ensure its relevance
as a source of information on the fire resistance of buildings.
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Fire Protection
for Structural Steel in Buildings (The Yellow Book)
Third Edition (Revised June 2004)
by ASFP, 2004
This publication has been prepared by members of the
ASFP and presents economical methods for the fire protection
of structural steelwork to provide compliance with building
regulations. It provides a comprehensive guide to proprietary
materials and systems all of which are manufactured, marketed
or site applied by members of ASFP. Since the publication
of the second edition of this book there have been a number
of developments in the field of structural fire engineering.
Design codes have been published in the UK and Europe which
give the engineer the opportunity to calculate the steel
failure temperature as a function of the applied load level.
For all fire protection materials the required thickness
of fire protection will vary depending on the failure temperature
of the steel. This edition therefore contains information
for some products showing the variation of protection thickness
with steel temperature. In the new European fire test standards
the section factor is referred to as A/V but, in the UK,
the term Hp/A has been used for many years to denote the
section factor. In order to avoid confusion to the user of
this publication, it should be noted that the terms A/V and
Hp/A mean exactly the same thing and the reader can use either.
The term Hp/A will eventually be replaced in the UK and A/V
will become the standard reference throughout Europe.
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Structural
Fire Design of Unprotected Steel Beams Supporting Composite
Floor Slabs
by Colin Bailey, 2002
It is common practice for all exposed structural members
within a steel-framed building to have some form of
applied fire protection to ensure that they retain their
strength
and stiffness during a fire. The use of applied fire
protection is considered to be a distinct disadvantage for
adopting
a steel frame, compared to using other materials, due
to the cost and time to apply the protection. This paper
presents
a new design method where 40 to 50% of the steel beams
within a building can be left unprotected, provided a composite
floor system is adopted. The design method utilises
membrane
action of the composite floor slab at large vertical
displacements which are typically experienced during a fire.
Careful specification
of the location of the protected beams, within the
floor plate, will allow membrane action to occur in the floor
slab,
allowing the static load to be redirected away from
the unprotected steel beams towards the protected beams and
columns.
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The Temperatures Attained by Unprotected Steelwork in Building
Fires
by Corus, 2000
This publication has been prepared as a design
tool for fire engineers to provide a relatively quick
method for determining
the temperatures attained by unprotected steel members
in fire. It is based upon the relationships given in the European
Design
Codes which have been validated against a comprehensive
data
base of real fire tests covering a wide range of variables.
The results
can be applied to fires involving wood and plastics,
characteristic and parametric fire curves. For parametric time
temperature
relationships described in Eurocode 1:Part 2.2, Nomograms
are presented for determining
the maximum steel temperatures covering a wide range
of building types and fire severities. However, this guide should
not
be used in place of a full structural analysis for a
fire safety engineering
solution.
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Fire
Design of Steel Structures - Engineered for Safety
and Economy
by Corus
In recent years a global investment in research
and development by the steel construction industry
has resulted in
major advances
in understanding the behaviour of fire and steel framed
buildings. This understanding enables Architects & Engineers
to use fire safety engineering to design against the effect
of fire in
increasingly cost effective and innovative ways and to
develop optimum solutions
for fire safety. This publication explains how it works
and illustrates it with examples of case studies.
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The Behaviour of Multi-Storey Steel Framed Buildings in Fire
by British Steel, 1999
In 1990's, British Steel
Swinden Technology Centre, in collaboration with the Building Research
Establishment led a large European research
initiative to study the behaviour of a steel framed multi-storey
building subjected to fire attack. The overall objective
was to gain a greater understanding of the natural fire resistance
of
such structures, to correlate existing predictive numerical
models and to establish the basis for a new more rational design
methodology
for steel framed buildings subject to fire attack. This publication
introduces the research project as a whole and, in particular,
summarises the results of six major fire tests carried out
within the eight storey steel framed structure located within the
BRE
Large Building Test Facility at Cardington, Bedfordshire.
The detailed results of the fire test programme represent a very
significant
contribution to the development of structural fire engineering
and will lead, together with the associated numerical analyses,
to a more logical approach to the design of steel framed
buildings in fire.
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Fire Resistance of Steel Framed Buildings
by British Steel, 1998
The 1980's and '90's have been a time of rapid change
in the field of fire and steel construction. It has
been a period during which new thinking and research conducted
over many years
have been increasingly put into practice. The Approved
Document approach to satisfying regulation requirements
in England & Wales
in the mid 1980's began a process of recognition of
modern practice that has continued into the '90's with the
introduction
of the
structural codes for fire resistance design embodied
in BS5950 part 8, the draft Eurocodes 1991, 1993 and
1994 and will
stretch
into the future with the proposed British Standard
on Fire Safety Engineering in Buildings. The pace of change
is
likely
to increase
into the next century as methods are developed to allow
design for fire to move away from consideration only
of simple elements
towards whole building behaviour in fire. This publication
is a guide to the latest thinking in the field. It
will be updated frequently
to ensure it's relevance as a source of information
on the fire resistance of buildings.
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Download
Now!
(PDF file 621KB)
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This report (No. SL/RS/R/S1199/17/91/C) explains
the investigation carried out to extend the guidance given in
the British Standard BS5950-Part 8: 1990, on fire limit state
design, to the refurbishment and fire damage reinstatement of
old steel framed buildings. It was found that mild steel sections
produced to BS15 approximately 50 years ago are generally weaker
at elevated temperatures than their modern counterpart - BS EN10025:
Grade 430A (BS4360: Grade 43A). However, providing that in design
calculations, due recognition is given to their lower characteristic
yield stress at ambient temperature, their performance in fire
will be as good as currently produced mild steel sections. For
the present time, it is therefore appropriate to adopt the same
strength reduction factors given in Table 1 of BS5950-Part 8:
1990 as well as the limiting temperatures given in Table 5 of
the code, with no additional penalties on fire protection thickness
should this be necessary.
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