ENV 13381-4:2002

SLOVENSKI STANDARD
01-januar-2003
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Test methods for determining the contribution to the fire resistance of structural members
- Part 4: Applied protection to steel members
Prüfverfahren zur Bestimmung des Beitrages zum Feuerwiderstand von tragenden
Bauteilen - Teil 4: Brandschutzmaßnahmen für Stahlbauteile
Méthodes d'essai pour déterminer la contribution a la résistance au feu des éléments de
construction - Partie 4: Protection appliquée aux éléments en acier
Ta slovenski standard je istoveten z: ENV 13381-4:2002
ICS:
13.220.50 Požarna odpornost Fire-resistance of building
gradbenih materialov in materials and elements
elementov
91.080.10 Kovinske konstrukcije Metal structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN PRESTANDARD
ENV 13381-4
PRÉNORME EUROPÉENNE
EUROPÄISCHE VORNORM
July 2002
ICS 13.220.50
English version
Test methods for determining the contribution to the fire
resistance of structural members - Part 4: Applied protection to
steel members
This European Prestandard (ENV) was approved by CEN on 1 March 2002 as a prospective standard for provisional application.
The period of validity of this ENV is limited initially to three years. After two years the members of CEN will be requested to submit their
comments, particularly on the question whether the ENV can be converted into a European Standard.
CEN members are required to announce the existence of this ENV in the same way as for an EN and to make the ENV available promptly
at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in parallel to the ENV) until the final
decision about the possible conversion of the ENV into an EN is reached.
CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece,
Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2002 CEN All rights of exploitation in any form and by any means reserved Ref. No. ENV 13381-4:2002 E
worldwide for CEN national Members.

Contents
page
Foreword .3
1 Scope .4
2 Normative references.5
3 Terms and definitions, symbols and units.5
4 Test equipment .8
5 Test conditions.8
6 Test specimens.10
7 Installation of the test specimens .15
8 Conditioning of the test specimens .16
9 Application of instrumentation .16
10 Test procedure .18
11 Test results.20
12 Test report.21
13 Assessment .22
14 Report of the assessment.29
15 Limits of the applicability of the results of the assessment .30
Annex A (normative) Test method to the smouldering fire or slow heating curve.53
Annex B (normative) The applicability of the results of the assessment to sections other than ‘I’ or ‘H’
section .56
Annex C (normative) Measurement of properties of fire protection materials .58
Annex D (normative) Fixing of thermocouples to steel work and routing of cables .61
Annex E (normative) Correction for discrepancies in thickness between loaded and equivalent unloaded
sections.63
Annex F (normative) Assessment methodology: Differential equation analysis (variable
approach).64
Annex G (normative) Assessment methodology: Differential equation analysis (constant
approach).70
Annex H (normative) Assessment methodology: Numerical regression analysis.72
Annex J (normative) Assessment methodology: Graphical presentation.74
Bibliography.76
Foreword
This document ENV 13381-4:2002 has been prepared by Technical Committee CEN/TC127 "Fire safety in buildings",
the secretariat of which is held by BSI.
This document has been prepared under the mandate given to CEN/TC127 by the Commission and the European Free
Trade Association.
As there was little experience in carrying out these tests in Europe CEN/TC127 agreed that more experience should be
built up during a prestandardization period before agreeing text as European Standards. Consequently all parts are being
prepared as European Prestandards.
This European Prestandard is one of a series of standards for evaluating the contribution to the fire resistance of structural
members by applied fire protection materials. Other parts of this ENV are:
Part 1: Horizontal protective membranes.
Part 2: Vertical protective membranes.
Part 3: Applied protection to concrete members.
Part 5: Applied protection to concrete/profiled sheet steel composite members.
Part 6: Applied protection to concrete filled hollow steel composite columns.
Part 7: Applied protection to timber members.
Annexes A to J are normative.
Caution
The attention of all persons concerned with managing and carrying out this fire resistance test, is drawn to the fact that
fire testing can be hazardous and that there is a possibility that toxic and / or harmful smoke and gases can be evolved
during the test. Mechanical and operational hazards can also arise during the construction of test elements or structures,
their testing and the disposal of test residues.
An assessment of all potential hazards and risks to health should be made and safety precautions should be identified and
provided. Written safety instructions should be issued. Appropriate training should be given to relevant personnel.
Laboratory personnel should ensure that they follow written safety instructions at all times.
The specific health and safety instructions contained within this prestandard should be followed.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries
are bound to announce this European Prestandard: Austria, Belgium, Czech Republic, Denmark, Finland, France,
Germany, Greece, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Spain, Sweden, Switzerland
and the United Kingdom.
1Scope
This part of this European Prestandard specifies a test method for determining the contribution made by applied
fire protection systems to the fire resistance of structural steel members, which can be used as beams, columns or
tension members.
The evaluation is designed to cover a range of thicknesses of the applied fire protection material, a range of steel
sections, characterized by their section factors, a range of design temperatures and a range of valid fire protection
classification periods.
This European Prestandard applies to fire protection materials where the gap between the material and the flange
faces of the steel member is less than 5 mm in size. Otherwise, the test methods in ENV 13381-1 or
ENV 13381-2, as appropriate, apply.
This European Prestandard contains the fire test which specifies the tests which should be carried out to determine
the ability of the fire protection system to remain coherent and fixed to the steelwork, and to provide data on the
thermal characteristics of the fire protection system, when exposed to the standard temperature/time curve specified
in EN 1363-1.
In special circumstances, where specified in national building regulations, there can be a need to subject reactive
protection material to a smouldering curve. The test for this and the special circumstances for its use are described
in annex A.
The fire test methodology makes provision for the collection and presentation of data which can be used as direct
input to the calculation of fire resistance of steel structural members in accordance with the procedures given in
ENV 1993-1-2.
This European Prestandard also contains the assessment which prescribes how the analysis of the test data should
be made and gives guidance on the procedures by which interpolation should be undertaken.
The assessment procedure is used to establish:
a) on the basis of temperature data derived from testing loaded and unloaded sections, a correction factor
and any practical constraints on the use of the fire protection system under fire test conditions, (the
physical performance);
b) on the basis of the temperature data derived from testing short steel column sections, the thermal
properties of the fire protection system, (the thermal performance).
The limits of applicability of the results of the assessment arising from the fire test are defined, together with
permitted direct application of the results to different steel sections and grades and to different fire protection
systems and fixings.
The results of the test and assessment obtained according to this part of ENV 13381 are directly applicable to steel
sections of "I" and "H" cross sectional shape. Guidance is given in annex B on the application of the data obtained
from "I" and "H" steel sections to other section shapes.
2 Normative references
This European Prestandard incorporates by dated or undated reference, provisions from other publications. These
normative references are cited at the appropriate places in the text, and the publications are listed hereafter. For
dated references, subsequent amendments to or revisions of any of these publications apply to this European
Prestandard only when incorporated in it by amendment or revision. For undated references the latest edition of
the publication referred to applies (including amendments).
EN 1363-1 Fire resistance tests - Part 1: General requirements.
EN 1363-2 Fire resistance tests - Part 2: Alternative and additional procedures.
EN 10025 Hot rolled products of non-alloy structural steels - Technical delivery conditions.
EN 10113 Hot rolled products in weldable fine grade structural steels.
ENV 1993-1-1 Eurocode 3: Design of steel structures
Part 1-1: General rules and rules for buildings.
ENV 1993-1-2 Eurocode 3: Design of steel structures
Part 1-2: General rules - Structural fire design.
ISO 8421-2 Fire protection - Vocabulary - Part 2: Structural fire protection.
EN ISO 13943 Fire safety - Vocabulary (ISO 13943:1999).
3 Terms and definitions, symbols and units
3.1 Terms and definitions
For the purposes of this European Prestandard, the terms and definitions given in EN 1363-1, EN ISO 13943 and ISO
8421-2, together with the following, apply:
3.1.1
steel member
element of building construction which is loadbearing and fabricated from steel
3.1.2
fire protection material
material or combination of materials applied to the surface of a steel member for the purpose of increasing its fire
resistance
3.1.3
passive fire protection materials
materials which do not change their physical form on heating, providing fire protection by virtue of their physical or
thermal properties. They may include materials containing water which, on heating,, evaporates to produce cooling effects
3.1.4
reactive fire protection materials
materials which are specifically formulated to provide a chemical reaction upon heating such that their physical form
changes and in so doing provide fire protection by thermal insulative and cooling effects
3.1.5
fire protection system
fire protection material together with a prescribed method of attachment to the steel member
3.1.6
fire protection
protection afforded to the steel member by the fire protection system such that the temperature of the steel member is
limited throughout the period of exposure to fire
3.1.7
test specimen
steel test section plus the fire protection system under test. The steel test section, representative of a steel member, for the
purposes of this test, comprises short steel columns, tall columns or beams
3.1.8
fire protection thickness
thickness of a single layer fire protection system or the combined thickness of all layers of a multilayer fire protection
system
3.1.9
stickability
ability of a fire protection material to remain sufficiently coherent and in position for a well defined range of deformations,
furnace and steel temperatures, such that its ability to provide fire protection is not significantly impaired
3.1.10
section factor
profiled
ratio of the fire exposed outer perimeter area of the steel structural member itself, per unit length, to its cross
sectional volume per unit length, see Figure 1
boxed
ratio of the sum of the inside dimensions of the smallest possible rectangle or square encasement which can be
measured round the steel structural member times unit length, to its volume per unit length, see Figure 1
3.1.11
design temperature
temperature of a steel structural member for structural design purposes
3.1.12
characteristic steel temperature
temperature of the steel structural member which is used for the determination of the correction factor for stickability
3.2 Symbols and units
Symbol Unit Description
LB loaded beam section
UB unloaded beam section
LC loaded 3 metre column section
TC unloaded Tall (2 metre) column section
SC short column section
p fire protection material
a steel
f furnace
d thickness
 density
-1
A /V m section factor of the unprotected steel section
m
-1
A /V m section factor of the protected steel section
p
A m /m area of the protected steel section, around the profile (profiled) or over the linear
p
dimensions (boxed) of the steel section
A m cross sectional area of the steel section
V m /m volume of the steel section per unit length
V m /m volume of the fire protection material per unit length
p
h mm depth of the steel section
b mm flange breadth of the steel section
t mm thickness of the web of the steel section
w
L mm length of beam specimen exposed to heating
exp
L mm length of beam specimen between supports
sup
d mm thickness of fire protection material on an unloaded beam section
UB
d mm thickness of fire protection material on an unloaded column section
SC
d mm thickness of fire protection material concerned
p
d mm maximum thickness of fire protection material used
p(max)
d mm minimum thickness of fire protection material used
p(min)
 kg/m density of fire protection material
protection
 kg/m density of fire protection material on an unloaded beam section
UB
 kg/m density of fire protection material on an unloaded column section
SC
 kg/m density of fire protection material on a loaded beam
LB
3 3
 kg/m density of steel (normally 7850 kg/m )
a
 °C mean (or characteristic) steel temperature of a short column (see 13.2.2)
SC
 °C characteristic steel temperature of a loaded beam
LB
 °C characteristic steel temperature of an unloaded beam
UB
 °C characteristic steel temperature of a loaded column
LC
 °C characteristic steel temperature of a tall column
TC
 °C corrected temperature of an unloaded beam section
c(UB)
 °C average temperature of the furnace at time t
t
 °C average temperature of the steel at time t
at
 °C increase of furnace temperature during the time interval 
t
 °C modified steel temperature of an unloaded column section
m(SC)
 °C design temperature
D
k() correction factor for temperature of an unloaded section at a temperature 
k( ) correction factor for temperature based on beams for a short section at a temperature
LB max
 with maximum thickness of applied fire protection material
k( ) correction factor for temperature based on beams for a short section at a temperature
LB min
 with minimum thickness of applied fire protection material
k() correction factor for temperature based on columns for a short section at a temperature
C
 with maximum thickness of applied fire protection material
k () correction factor for temperature of a short column section at a thickness of fire
d
protection material d and at a temperature 
k ( ) correction factor for temperature based on beams for a short section at a thickness
d LB
of fire protection material d and at a temperature 
k ( ) correction factor for temperature based on tall columns (or loaded columns) for a short
d TC
section at a thickness of fire protection material d and at a temperature 
k () correction factor for temperature of a short section at maximum thickness of fire
max
protection material d
max
k () correction factor for temperature of a short section at minimum thickness of fire
min
protection material d
min
C J/kg °C temperature dependant specific heat of steel as defined in ENV 1993-1-2
a
C J/kg °C temperature independant specific heat of the fire protection material
p
 ratio of heat capacity of the fire protection material to that of the steel section
t min time from commencement of the start of the test
t min time for an unloaded section to reach an equivalent temperature to the loaded beam
e
at time t
t min time interval
t min time required for a short steel column section to reach the design temperature
D

W/m °C effective thermal conductivity of the fire protection material
p

W/m °C characteristic value of effective conductivity of the fire protection material
char(p)

W/m °C mean value of
calculated from all the short column sections at a temperature 
ave(p) p SC

standard deviation of
calculated from all the short column sections at a temperature

 p

SC
C constant derived for short section at temperature ()
n(
K constant applied to



4 Test equipment
4.1 General
The furnace and test equipment shall conform to that specified in EN 1363-1.
4.2 Furnace
The furnace shall be designed to permit the dimensions of the test specimens to be exposed to heating, be they short
columns, tall columns or beams, to be as specified in 6.2 and their installation upon or within the test furnace to
be as specified in clause 7.
4.3 Loading equipment
Loading shall be applied according to EN 1363-1. The loading system shall permit loading to be applied to beams
as specified in 5.2.1 and to columns as specified in 5.2.3.
5 Test conditions
5.1 General
A number of short steel, "I" or "H" test sections, protected by the fire protection system, is heated in a furnace
according to the protocol given in Figures 2, 3 and 4.
Loaded and unloaded beams or columns (see Table 1) that are likewise heated provide information on the ability
of the fire protection system to remain intact and adhere to the steel test sections (stickability).
The method of testing loaded beams in this part of the test method is designed to provide maximum deflection
under the influence of load and heating.
It is recommended that the tests be continued until the steel temperature reaches the maximum value commensurate
with application of the data, usually 750 °C.
Where several test specimens are tested simultaneously, care shall be taken that each is adequately and similarly
exposed to the specified test conditions.
The procedures given in EN 1363-1 shall be followed in the performance of this test unless specific contrary
instructions are given.
5.2 Support and loading conditions
5.2.1 Loaded beams
Each loaded beam test specimen shall be simply supported and allowance shall be made for free expansion and
vertical deflection of the beam. The simply supported span shall be not greater than the length exposed to heating
by more than 250 mm at each end.
Loading shall be uniformly and symmetrically applied at two or more locations along its length. Point loads shall
be applied directly via loading spacers introduced through the cover slabs, see Figure 5. These spacers may be of
any suitable material but if they are of steel or other high conductivity material, unless the contact surface at each
loading point is less than or equal to 100 mm · 100 mm or 10 000 mm , they shall be insulated from the steel beam
by a suitable insulation material.
5.2.2 Unloaded beams
Each unloaded beam test specimen shall be supported as shown in Figure 6.
5.2.3 Loaded columns
For each loaded column provision shall be made for the proper support, positioning and alignment of the column
test specimen in the furnace and for ensuring uniform distribution of the loading over the ends of the specimen,
see Figure 7.
The ends of the specimen shall be designed and detailed for the proper transmission of the test load from the
loading platens to the specimen. The loadbearing faces at top and bottom of the column shall be parallel to each
other and perpendicular to the axis of the column to avoid introduction of bending moments.
For protection of the loading equipment against heat, provision shall be made for the attachment of collars at each
end of the test specimen. These shall be designed to locate the column and to provide an adequate seal with the
furnace walls and shall be suitably attached and supported so that they remain effective and in position throughout
the heating period.
The method adopted to provide the seal shall allow the test specimen to move within the furnace walls without
significantly affecting the load transmitted from the loading rig to the specimen or the fixity at the ends of the
specimen.
5.2.4 Unloaded columns
A tall column test specimen or short column section test specimens shall be supported vertically within the furnace,
either installed to the soffit of the furnace cover slabs, (see Figure 8), or stood, directly or on plinths, on the furnace
floor.
5.3 Loading
The loaded beam test specimens shall be subjected to a total load which represents 60 % of the design moment
resistance, according to ENV 1993-1-1, calculated using the nominal steel strength and the recommended boxed
values given in ENV 1993-1-1.
The actual load applied shall be the calculated total load less the dead weight of the beam, concrete topping and
fire protection material etc.
The method of loading shall be by a system which will produce a bending moment which is uniform over at least
25 % of the span of the beam around mid-span.
The loaded column shall be subjected to an axially applied test load which represents 60 % of the design buckling
resistance, according to ENV 1993-1-1, calculated using the nominal steel strength and the recommended boxed
values given in ENV 1993-1-1.
Details of the calculation made to define the test loads shall be included in the test report.
6 Test specimens
6.1 Number of test specimens
6.1.1 General
The standard package of short steel column test sections appropriate to each assessment method, chosen to span
the full range of steel section factors which are in general usage, together with section dimensions, are given in
Tables 2, 3 and 4.
For both the maximum and the minimum thickness of the fire protection system, a loaded beam shall be tested to
examine stickability during maximum deflection of the steel section, up to a maximum anticipated steel
temperature.
For each test involving a loaded beam, an equivalent unloaded beam section shall be included and tested in the
furnace at the same time.
Where the range of thicknesses for the fire protection system is such that the difference between the maximum and
the minimum thickness is less than 50 % of the minimum thickness, then only a single loaded and unloaded beam
or column at the maximum fire protection material thickness need to be tested.
6.1.2 Passive fire protection systems
If the assessment is to be made for both three and four sided application of the fire protection system to both beams
and columns, then two loaded beams and two unloaded beams and a number of short steel column sections shall
be tested, (see Figures 2, 3 and 4).
The minimum number of short steel column sections to be tested is 10. The number may be increased to 18 or 26
in order to satisfy the criteria for validity of the results from the assessment method.
If the assessment is to be confined to four sided protection of columns, the two loaded beam tests shall be replaced
by two loaded column tests, one with maximum and one with minimum thickness of applied fire protection
material. The two unloaded beam tests are not required.
6.1.3 Reactive fire protection systems
If the assessment is to be made for both three and four sided application of the fire protection system to beams and
columns, the number of test specimens required is the same as for passive fire protection materials plus an
additional test upon a single unloaded column of two metre height minimum, (named a tall column hereafter). This
column shall be tested with maximum thickness of fire protection material.
If the assessment is to be confined to four sided protection of columns, the two loaded beam tests shall be replaced
by two loaded column tests, one with maximum and one with minimum thickness of applied fire protection
material. The two unloaded beam tests are not required. The additional tall column is not required, since adequate
data would be obtained from the behaviour of the fire protection material upon the two loaded columns.
These column tests are required to provide information on stickability and the ability of the reactive fire protection
material to resist slumping and flowing.
6.1.4 Precautions against erroneous results
In the event that there should be a loss of valid results from the package of short steel sections tested, (through
failure of thermocouples, abnormal behaviour of fire protection etc), then the conditions given in 11.1 shall be
applied and a further number of short steel sections may be required to be tested.
6.2 Size of test specimens
6.2.1 Loaded beam test sections
Loaded beam test sections shall have an "I" cross sectional shape, a section height of (400 ± 20) mm and a profiled
-1 -1
section factor of (150 ± 10) m (boxed section factor of (110 ± 10) m ).
Each beam shall have a total length which shall provide for a length exposed to heating of not less than 4 000 mm.
The supported length and specimen length shall be specified as follows:
The span between the supports [L ] shall be the exposed length plus up to a maximum of 250 mm at each end.
sup
The length of the specimen [L ] shall be the exposed length plus up to a maximum of 350 mm at either end (see
spec
Figure 5).
The additional length, required for installation purposes, shall be kept as small as practically possible.
6.2.2 Unloaded beam test sections
Each unloaded beam test section shall be taken from the same length of steel as its equivalent loaded beam, thereby
ensuring that it is of the same dimensions and characteristics.
The length of each unloaded beam shall be (1 000 ± 50) mm.
6.2.3 Loaded column test sections
The loaded column test sections shall be of overall dimensions (300 ± 10) mm · (300 ± 10) mm with a profiled
-1 -1
section factor of (150 ± 10) m . [Boxed section factor of (100 ± 10) m ]. It shall have a minimum height, exposed
to heating, of 3 000 mm.
6.2.4 (Unloaded) Tall column test sections
The (unloaded) tall column test sections shall be of overall dimensions (300 ± 10) mm · (300 ± 10) mm with a
-1 -1
profiled section factor of (150 ± 10) m (boxed section factor of (100 ± 10) m ). It shall have a minimum height
of 2 000 mm.
6.2.5 Short column test sections
The short column sections shall have a height of (1 000 ± 50) mm.
The short column test sections equivalent to the loaded or tall column test sections shall be taken from the same
length of steel, thereby ensuring that they have the same dimensions and characteristics.
6.3 Construction of steel test specimens
6.3.1 Loaded beam test sections
Steel test sections used in loaded beam tests shall be constructed according to Figure 5.
To give web stiffness and torsional restraint, the beams shall be provided with:
a) web stiffeners in the form of steel plates, welded at each loading point. These shall be of thickness at least
equal to the thickness of the web and of depth at least 10 mm less than the beam flange depth. Details are
shown in Figure 9;
b) web stiffeners in the form of steel plates or channels, welded at each support point. These shall be of thickness
at least equal to the thickness of the web. Web stiffeners comprising steel plates shall be trapezoidal in shape
to provide additional torsional restraint. Details are shown in Figure 9.
6.3.2 Unloaded beam test sections
Steel test sections used in unloaded beam tests shall be constructed according to Figure 6.
To minimize heat transfer at the ends of the unloaded beams, the ends shall be protected with insulation board or
similar which at elevated temperatures is capable of providing an equivalent insulation to at least twice that of the
particular thickness of the fire protection material provided over the length of the test specimen, (see Figure 6).
The linear dimensions of the end protection shall be greater than the total overall dimensions measured over the
fire protected steel member. Arrangements shall be made to ensure that any gaps caused by expansion of the steel
beam in a boxed fire protection system are closed with fire resistant packing.
6.3.3 Loaded column test sections
Steel test sections used in a loaded column test shall be constructed according to Figure 7.
6.3.4 Unloaded tall column test section
Steel test sections used in an unloaded column test shall be constructed according to Figure 8.
When the test is to be carried out on an unloaded tall column section, provision shall be made to minimize heat
transfer from the exposed end. The exposed ends shall be protected with insulation board or similar which at
elevated temperatures is capable of providing an equivalent insulation to at least twice that of the particular
thickness of the fire protection material provided over the height of the column. The linear dimensions of the end
protection shall be greater than the total overall dimensions of the fire protected steel section, (see Figure 8).
Arrangements shall be made to ensure that any gaps caused by expansion of the steel column in a boxed fire
protection system are closed with fire resistant packing.
6.3.5 Short steel column test sections
Steel test sections used in a loaded column test shall be constructed according to Figure 8.
To minimize heat transfer from the ends of short steel column sections, the ends shall be protected with insulation
board or similar material as specified in 6.3.4 and Figure 8.
6.3.6 Application of the fire protection material to the steel test section
The surface of the steel shall be prepared and the fire protection system shall be applied to the beams and to the
columns in a manner representative of practice. The method of application to columns shall not be significantly
different to that for beams, otherwise separate tests and assessment shall be needed incorporating loaded columns.
Any variability of density of the fire protection system applied to the loaded and equivalent unloaded beams shall
be within the limits specified in 6.5.2.
For boxed fire protection systems the loaded beams and tall steel column section shall incorporate examples of all
constructional and peripheral joints of the design and spacing intended in practice.
The fire protection system shall be supported from the steel test section or the concrete deck as appropriate. Where
the fire protection system is to be fixed to the lightweight concrete deck by artificial means, e.g. bolting through,
the laboratory in carrying out the assessment shall make reference to expected performance if supported from
normal concrete.
The fire protection material shall be applied to loaded steel test sections before the load is applied.
The fire protection material shall extend beyond the heated length and to within 50 mm of the supports of each
loaded beam and shall extend the full height of each column section.
Where the fire protection system is of the box type, the ends of the cavity between the material and the steelwork
shall be sealed at the point where the test specimen exits the furnace wall to prevent any flow of gases beyond the
heated length of the specimen (see Figure 10).
Care shall be taken to ensure that during installation of the test specimens into the furnace, or as a result of any
movement of the test specimens during the test, the fire protection system is not subjected to any expansion or
restraint stresses contrary to its use in practice.
6.4 Composition of test specimen component materials
6.4.1 Steel sections
The steel beams shall be of "I" cross section and the columns of "H" cross section. The grade of steel used shall
be any structural grade (S designation) to EN 10025 or EN 10113, (excluding S 185). Engineering grades
(E designation) shall not be used.
6.4.2 Fire protection system
The composition of the fire protection system shall be specified by the sponsor and shall include, at least, its
expected nominal density, moisture content and heat capacity.
For confidentiality reasons the sponsor may not wish detailed formulation or composition details to be reported
in the test report. Such data shall, however, be provided and maintained in confidence in laboratory files.
6.5 Properties of test specimen component materials
6.5.1 Steel
The dimensions and cross-sectional areas of the steel sections shall be measured, neglecting any internal and
external radii. These values shall be used to determine the steel section factors, according to the equations given
in Figure 1, which shall then be used to calculate the applied load according to 5.3.
6.5.2 Fire protection materials
6.5.2.1 General
The actual thickness, density and moisture content of the fire protection material shall be measured and recorded
at the time of test for each test specimen. The properties of materials shall be determined on test materials or test
samples conditioned as defined in clause 8.
The procedures appropriate to different types of fire protection material are given in annex C.
6.5.2.2 Thickness of fire protection materials
The thickness of panel or board type fire protection materials should not deviate by more than 15 % of the mean
value over the whole of its surface. The mean value shall be used in the assessment of the results and in the limits
of applicability of the assessment. If it deviates by more than 15 % then the maximum thickness recorded shall be
used in the assessment.
The thickness of sprayed or coated passive and reactive fire protection materials shall be measured at the locations
specified in C.2.4. Thickness measuring points shall not be closer than 150 mm to web stiffeners in loaded beams.
The thickness of sprayed fire protection materials and coatings of thickness greater than 5 mm should not deviate
by more than 20 % of the mean value. The mean value shall be used in the assessment of the results and in the
limits of applicability of the assessment. If it deviates by more than 20 % then the maximum thickness recorded
shall be used in the assessment.
For sprayed fire protection materials and coatings of thickness less than 5 mm then permitted thickness tolerances
(assuming normal distribution of measured thickness) shall be as follows:
a) at the temperature measuring stations:
A minimum of 68 % of readings shall be within ± 20 % of the mean.
A minimum of 95 % of readings shall be within ± 30 % of the mean.
All readings shall be within ± 45 % of the mean.
b) overall:
A minimum of 68 % of readings shall be within ± 20 % of the mean at the temperature measurement stations.
A minimum of 95 % of readings shall be within ± 30 % of the mean at the temperature measurement stations.
All readings shall be within ± 45 % of the mean at the temperature measurement stations.
If the thickness is outside these limits the test specimens shall be rejected and replaced.
The mean thickness (or maximum thickness according to the above criteria for permitted deviation in thickness)
of fire protection material applied to each loaded beam and to the tall steel column section, where used (loaded
or not), shall be the same as that applied to its equivalent unloaded beam or short steel column section. The
difference between the thickness in each case shall not be greater than 10 % of the maximum value or ± 5 mm,
which ever is the lesser.
6.5.2.3 Density of fire protection materials
The density of the fire protection material (where appropriate) applied to each loaded beam, unloaded beam, loaded
column and tall column section (where used) and short column section shall be measured according to annex C and
recorded.
At each thickness of fire protection material, the density of each should not deviate by more than 15 % of the mean
value. The mean value shall be used in the assessment of the results and in the limits of applicability of the
assessment. If it deviates by more than 15 % then the maximum density recorded shall be used.
The mean density of fire protection material (or maximum density according to the above criteria for permitted
deviation in density) applied to each loaded beam and to the tall steel column section, where used (loaded or not),
shall be the same as that applied to its equivalent unloaded beam or short steel column section. The difference
between the density in each case shall not be greater than 10 % of the maximum mean value at that thickness.
6.6 Verification of the test specimen
An examination and verification of the test specimen for conformity to specification shall be carried out as
described in EN 1363-1.
The properties of the fire protection materials used in the preparation of the test specimens shall be measured, using
special samples where necessary, using the methods given in annex C.
The sponsor shall be responsible for verification that the fire protection material has been applied correctly and
in the case of sprayed or coated materials, to ensure, by methods appropriate to the material, that it is of design
composition and specification.
7 Installation of the test specimens
7.1 Loaded beam
A lightweight concrete topping shall be provided, such that only the two sides and the soffit of the beams are
exposed to heating, as shown in Figure 5. The elements of the lightweight concrete topping shall be of 100 mm
minimum thickness, of 600 mm maximum length, measured along the beam and of (600 ± 100) mm width,
measured across the beam and be of density not more than 650 kg/m .
There shall be a layer of compressible ceramic fibre insulation material placed between the lightweight concrete
and the top flange of the beam. This insulation material shall have an uncompressed thickness of (30 ± 5) mm and
a nominal density of (125 ± 25) kg/m³. This insulation shall have a width equal to the width of the top flange of
the steel beam (see Figure 11).
The elements of the lightweight concrete topping shall be secured to the beam by bolting to 10 mm diameter studs
welded to the beam. There shall be a 100 mm · 100 mm · 6 mm steel plate beneath the locking nut. These studs
may be situated within the junction between each element of the concrete topping, or within the length of the
concrete topping, (see Figure 5: fixing within the length of the topping shown). Each element of the concrete
topping shall be secured by at least two fixings. The gap between the elements of the concrete topping shall be
filled with fire resistant packing.
At the commencement of the test the soffit of the concrete topping to the loaded beam shall be nominally flush with
the soffit of the adjacent furnace cover slabs.
Arrangements, appropriate to laboratory practice, shall be made to ensure that the gap between the concrete topping
to the loaded beam and the adjacent furnace cover slabs is sealed to prevent escape of furnace gases, especially
when the beam is subject to deformation during the test.
The loaded beam shall be installed, with special attention taken to insulate the bearings of the beam from the
influence of heat (see Figure 10).
7.2 Unloaded beam
Each unloaded beam test specimen shall be bolted to the soffit of the furnace cover slabs comprising the same
concrete as that used as topping to the loaded beam, using 10 mm diameter studs welded to the beam. There shall
be a 100 mm · 100 mm · 6 mm steel plate beneath the locking nut. Each specimen shall be provided with a layer
of ceramic fibre insulation board placed between the soffit and the top flange of the beam as specified in 7.1 for
the loaded beam and Figure 6.
7.3 Loaded columns
A loaded column test specimen shall be installed as given in Figure 7.
7.4 Unloaded columns
A tall column test section or short column test sections shall be either installed to the soffit of the furnace cover
slabs, using 10 mm diameter studs welded to the column section and 100 mm · 100 mm · 6 mm plates beneath
the locking nut (see Figure 8), or stood, directly or on plinths, on the furnace floor. A slab of ceramic fibre
insulation board of thickness (10 ± 1) mm and density (350 ± 50) kg/m shall be used between all contact s
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