ENV 13381-3:2002

SLOVENSKI STANDARD
01-januar-2003
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Test methods for determining the contribution to the fire resistance of structural members
- Part 3: Applied protection to concrete members
Prüfverfahren zur Bestimmung des Beitrages zum Feuerwiderstand von tragenden
Bauteilen - Teil 3: Brandschutzmaßnahmen für Betonbauteile
Méthode d'essai pour déterminer la contribution a la résistance au feu des éléments de
construction - Partie 3: Protection appliquée aux éléments en béton
Ta slovenski standard je istoveten z: ENV 13381-3:2002
ICS:
13.220.50 Požarna odpornost Fire-resistance of building
gradbenih materialov in materials and elements
elementov
91.080.40 Betonske konstrukcije Concrete structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN PRESTANDARD
ENV 13381-3
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 3: Applied protection to
concrete 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 13381-3:2002 E
worldwide for CEN national Members.

Contents
page
Foreword .3
1 Scope .4
2 Normative references.4
3 Terms and definitions, symbols and units.5
4 Test equipment .7
5 Test conditions .7
6 Test specimens.9
7 Installation of the test construction .13
8 Conditioning.14
9 Application of instrumentation .14
10 Test procedure .17
11 Test results.18
12 Test report.19
13 Assessment .19
14 Report of the assessment .21
15 Limits of applicability of the results of the assessment.22
Annex A (normative) Test method to the smouldering fire or slow heating curve.33
Annex B (normative) Measurement of properties of fire protection materials .35
Annex C (normative) Equivalent thickness of concrete .38
Bibliography.41
Foreword
This document ENV 13381-3:2002 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 a mandate given to CEN by the European 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 4: Applied protection to steel members.
Part 5: Applied protection to concrete/profiled sheet steel composite members.
Part 6: Applied protection to concrete filled hollow steel columns.
Part 7: Applied protection to timber members.
Annexes A, B and C 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.
1 Scope
This part of this European Prestandard specifies a test method for determining the contribution of fire protection
systems to the fire resistance of structural concrete members, for instance slabs, floors, roofs and walls and which
can include integral beams and columns. The concrete can be lightweight, normalweight or heavyweight concrete
and of strength classes 20/25 (LC/C/HC) to 50/60 (LC/C/HC). The member can contain steel reinforcing bars.
The test method is applicable to all fire protection materials used for the protection of concrete members and
includes sprayed materials, coatings, cladding protection systems and multi-layer or composite fire protection
materials, when the gap between the fire protection material and the concrete member is less than 5 mm.
Otherwise the test methods in prENV 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 material to remain coherent and fixed to the concrete and to provide
data on the temperature distribution throughout the protected concrete member, when exposed to the standard
temperature time curve.
In special circumstances, where specified in national building regulations, there can be a need to subject the
protection material to a smouldering curve. The test for this and the special circumstances for its use are detailed
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 concrete members in accordance with the procedures given in
ENV 1992-1-2.
This European Prestandard also contains the assessment which prescribes how the analysis of the test data should
be made and gives guidance to the procedures by which interpolation should be undertaken.
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 concrete structures, densities, strengths, thicknesses and
production techniques over the range of thicknesses of the applied fire protection system tested.
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.
ENV 10080 Steel for the reinforcement of concrete - Weldable ribbed reinforcing steel B 500 - Technical
delivery conditions for bars, coils and welded fabric.
EN 206-1 Concrete - Part 1: Specification, performance, production and conformity.
ENV 1992-1-1 Eurocode 2: Design of concrete structures -
Part 1-1: General rules and rules for buildings.
ENV 1992-1-2 Eurocode 2: Design of concrete 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, ISO 8421-2
and EN 206-1, and the following apply:
3.1.1
concrete member
element of building construction which is loadbearing and is fabricated from concrete, defined according to EN 206-1.
It may contain steel reinforcing bars
3.1.2
fire protection material
material or combination of materials applied to the surface of a concrete member for the purpose of increasing its fire
resistance
3.1.3
passive fire protection materials
materials which do not change their physical form upon heating and which provide 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 concrete member
3.1.6
fire protection
protection afforded to the concrete member by the fire protection system such that the temperature throughout the depth
of the structural member and upon any steel reinforcing bars within it is limited throughout the period of exposure to fire
3.1.7
test specimen
concrete slab or beam test member plus the fire protection system under test
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 test specimen surface temperatures, such that its ability to provide fire protection is not significantly impaired
3.1.10
critical temperature
temperature at which failure is expected to occur in steel reinforcement within the concrete at a given load level
3.1.11
lathing
mechanical fixing aids comprising non-combustible wires or similar constructions fixed to the concrete before sprayed
fire protection material is applied
3.1.12
adhesive bond promoter
material applied to the surface of the concrete, prior to application of the fire protection material, for promotion of
increased bonding
3.1.13
equivalent thickness of concrete
theoretical thickness of concrete which provides the same thermal insulation for a given period of test as does the given
thickness of the applied fire protection system
NOTE Care should be taken to ensure when using "equivalent thickness" that in the practical situation the concrete thickness will not
be reduced by spalling etc.
3.2 Symbols and units
Symbol Unit Designation
L mm Length of the test specimen exposed to the furnace
exp
L mm Centre to centre distance between the test specimen supports
sup
L mm Total length of the test specimen
spec
W mm Width of the test specimen exposed to the furnace
exp
h mm Thickness of concrete slab or height of concrete beam specimen
l mm Distance of loading points from the specimen support points
sup
P kN Loading applied to the slab or beam test specimen

°C Critical temperature as specified in ENV 1992-1-2
crit
d mm Depth in concrete at which chosen
is noted

crit
d mm Thickness of fire protection material: d is minimum thickness and dp
p p(min) (max)
is maximum applied thickness of fire protection material

°C Temperature rise, as a function of time
CL
d mm Depth in unprotected concrete slab at which 
is noted [used in annex
cc CL
C]
d mm Depth in protected concrete at which temperature rise 
d ,t) is measured
cp cp
at time t

 ) °C Temperature rise measured in protected concrete at measured depth d
dcp,t cp
f N/mm Yield strength of steel as defined in ENV 10080
y
 mm Equivalent concrete thickness
4 Test equipment
4.1 General
The furnace and test equipment shall be as specified in EN 1363-1.
4.2 Furnace
The furnace shall be designed to permit the dimensions of the test specimen to be exposed to heating to be as
specified in 6.2 and its installation 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, of the magnitude
defined in 5.3, to be applied along the length and width of the test specimen.
The loading equipment shall not inhibit the free movement of air above the test specimen and no part of the
loading equipment, other than at the loading points, shall be closer than 60 mm to the unexposed surface of the
test specimen.
5 Test conditions
5.1 General
Test specimens, subjected to predefined loading, are heated upon a furnace in horizontal orientation to provide
information on each of the following:
- the temperature distribution within the concrete test member;
- the behaviour of the fire protection system and its stickability;
- the behaviour of the test specimen with respect to specified performance criteria.
It is recommended that the test be continued until the mean temperature upon the main reinforcing bars within
the concrete reaches 700 °C, or any single maximum value of 750 °C is recorded, to give the necessary
information on the stickability of the fire protection system. However, these temperatures may be modified if
requested by the sponsor.
If the recommended termination temperatures are not reached after 6 hours test duration, the test shall normally
be terminated.
The procedures given in EN 1363-1 and, if applicable, EN 1363-2, shall be followed in the performance of this
test method unless specific contrary instruction is given herein.
5.2 Support and restraint conditions
5.2.1 Standard support and restraint conditions
Concrete slab test specimens shall be tested as a simply supported one way structure with two free edges and an
exposed surface and span as defined in 6.2.
Concrete beam test specimens shall be tested simply supported. The test arrangement shall provide lateral
stability.
The concrete slab or beam test member shall be installed onto the furnace to allow freedom for longitudinal
movement and deformation using at one side rolling support(s) and at the other hinge support(s).
The surface of the bearings shall be smooth concrete or steel plates. The width of the bearings shall be the
minimum representative of practice.
5.2.2 Other support and restraint conditions
If the support and restraint conditions differ from the standard conditions specified in 5.2.1, these conditions shall
be described in the test report and the validity of the test results shall be restricted to those tested.
5.3 Loading conditions
The load (P) applied to the test specimen shall be calculated, taking account of the dead-weight of the specimen
(measured or derived by calculation from samples of the components, see 6.5.1) and the weight of load
distribution beams or plates, such that the following bending moments are produced and that the same stresses
exist within the steel reinforcement:
small slabs 5 kN.m/m width
large slabs 14 kN.m/m width
beams 25 kN.m
For concrete slab test specimens the load shall be symmetrically applied to the test specimen along two transverse
loading lines, each one at a distance (L ) from each of the supports. The proportion of the total load applied at
sup
each loading position shall be as specified in Figure 1 (small slab test specimen) and Figure 2 (large slab test
specimen). The load shall produce stresses approximating to a uniformly distributed load.
For concrete beam test specimens the load shall be symmetrically applied to the test specimen by a two point
loading system, each one at a distance (L ) from each of the supports. The proportion of the total load applied
sup
at each loading position shall be as specified in Figure 3. The load shall produce stresses approximating to a
uniformly distributed load.
Point loads shall be transferred to the test specimen through load distribution beams or plates (Figures 1, 2 and
3).
The total contact area between these and the concrete surface of the test specimen shall be as specified in
EN 1363-1, provided that the load distribution beam or plate chosen has a flexural rigidity large enough to give
the required distribution of the load.
Load distribution beams, for safety reasons, shall have a height to width ratio of < 1.
If the load distribution beams or plates are of steel or other high conductivity material, they shall be insulated
from the surface of the concrete test specimen by a suitable thermal insulation material.
Unexposed surface thermocouples shall not be closer than 100 mm to any part of the load distribution system
as shown in Figures 1, 2 and 3.
6 Test specimens
6.1 Type and number of test specimens
6.1.1 Type of test specimens
The type of concrete test member used is determined by the type and practical situation to which the fire
protection system is to be used, i.e.:
a) fire protection systems to be used on flat, two dimensional concrete members only, such as slabs and
walls, are evaluated by carrying out the test on large concrete slabs;
b) fire protection systems to be used on beams and columns only, and subject to three and four sided
exposure, are evaluated by carrying out the test on concrete beams;
c) fire protection systems to be used on slabs, walls, beams and columns are evaluated by carrying out the
test on both concrete slabs and beams according to a) and b) above;
d) tests may be carried out, in addition to the large scale tests, on small concrete test slabs to provide
additional test results for the fire protection system when:
- it is to be applied to a concrete member of concrete thickness less than that specified in this test
method;
- it is to be applied at intermediate fire protection thickness between maximum and minimum
thickness;
- the test is carried out to the smouldering curve (annex A).
6.1.2 Number of test specimens
Two full size loaded concrete members (either slabs or beams depending upon the end use as specified in 6.1.1a)
and 6.1.1b) shall be tested.
To one the minimum thickness of the fire protection system shall be applied and to the other the maximum
thickness. If the fire protection system is only available in a single thickness, then one test on one type of member
only shall be carried out at that thickness, and the applicability of the result restricted.
In addition to the mandatory full size tests, small size tests may be carried out to obtain further data, as defined
in 6.1.1d). One such test shall be carried out for each and every variable of concrete thickness or intermediate
fire protection thickness to be considered. The use of the small slab in the smouldering fire is given in annex A.
6.2 Size of test specimens
6.2.1 Concrete slabs
The concrete test slabs shall be of the sizes specified in Table 1 and exemplified in Figure 1 (small specimen)
and Figure 2 (large specimen).
Table 1 - Sizes of concrete test slabs
small specimen large specimen
Exposed length (mm) L 4 000 mm minimum‡ 1 300 and < 2 300
exp
Span (mm) L‡ 1 500 and < 2 700 4 200 minimum
sup
(L +200) > L < (L +400)
(L +200) > L < (L +400) exp sup exp
exp sup exp
[note] [note]
Specimen length (mm) L 4 400 mm minimum‡ 1 700 and < 3 000
spec
(L +400) > L < (L +700) (L +400) > L < (L +700)
exp spec exp exp spec exp
Exposed width (mm) W ‡ 1 000 and < 2 000‡ 3 000
exp
Thickness (mm) h (90 ± 10) (120 ± 10)
Position of loading points (600 ± 10) (1000 ± 10)
from support points (mm)
NOTE  The distance between the exposed part of the test specimen and the supports shall be kept as small as possible. For tests of
short duration (less than 240 minutes) a distance of 100 mm at either end is recommended. For tests of longer duration this could be
increased to 200 mm at either end, to protect the test equipment from heat damage.
6.2.2 Concrete beams
The concrete test beams shall be of a size such that an overall exposed length (L ) not less than 4 000 mm is
exp
obtained.
The span (L ) shall not be greater than the exposed length by more than 200 mm at each end.
sup
The total specimen length (L ) shall be not greater than the exposed length by more than 350 mm at each end.
spec
The beam shall be of height (450 ± 10) mm and width (150 ± 10) mm.
The position of the loading points from the support points (lsup) shall be (1 000 ± 10) mm.
The beam construction is shown in Figure 3.
6.3 Construction of concrete test specimens
6.3.1 Concrete slab test members
Concrete slab test members shall contain a reinforcing mesh, which may comprise single reinforcement bars tied
together with lashing wire or a prefabricated "welded fabric" mesh.
The mesh (placed towards the exposed surface and protected by the fire protection material) shall comprise
10,0 mm diameter ribbed bars for the large slab and 8,0 mm diameter ribbed bars for the small slab. The
permitted tolerances on dimensions of reinforcing bars are given in ENV 10080.
For the large slab test member, only an upper mesh, at the unexposed surface, shall be used. It shall comprise
6,0 mm diameter ribbed bars.
Reinforcing bars shall be centred (150 ± 10) mm apart in both directions. The position of the main reinforcing
bars with respect to the exposed and unexposed concrete surfaces shall be ensured by the use of spacers, either
plastic or concrete, such that the concrete cover obtained is (20,0 ± 0,5) mm.
The actual position of the main reinforcing bars at the exposed and unexposed surfaces shall be accurately
measured and recorded after the test at the positions of the thermocouples specified in 9.3. This shall be achieved
by cutting the concrete slab into at least two pieces through or close to the required positions.
6.3.2 Concrete beam test members
Each concrete beam test member shall contain four ribbed reinforcing bars of 12 mm diameter, fixed with
8,0 mm diameter stirrups at (200 ± 10) mm centres. The permitted tolerances on dimensions of reinforcing bars
are given in ENV 10080.
The position of the 12 mm reinforcing bars with respect to the concrete surface shall be ensured by the use of
spacers, either plastic or concrete, such that the concrete cover obtained is (25,0 ± 0,5) mm.
The actual position of the reinforcing bars at the concrete surface shall be accurately measured and recorded after
the test at the positions of the thermocouples specified in 9.3. This shall be achieved by cutting the concrete beam
into at least two pieces through or close to the required positions.
6.3.3 Fabrication of concrete test members
Slab and beam concrete test members shall be prepared in a smooth surfaced framework made from steel or
timber. To facilitate release of the slab or beam from the framework, soluble oils or emulsions shall be used. The
actual material used for this purpose shall be detailed in the test report.
Waxes, insoluble oils or other release agents may be used within this test method but they shall be subject to
restricted application (see 15.10) and each release agent intended to be used shall be separately assessed.
6.3.4 Application of fire protection material to concrete test member
The fire protection material shall be uniformly applied to the concrete, as in practice, including any required
fixing aids, e.g. lathes, meshes and wires or adhesive bond promoters, and in the same manner for both maximum
and minimum fire protection thickness.
The fire protection material shall extend over the full exposed surface(s) of beams and slabs, and be applied prior
to the application of the test load.
Where a fire protection system creates a small cavity between the concrete and the fire protection material, the
ends shall be sealed with fire resistant material to prevent any flow of hot gases out of the cavities.
Fixing profiles for board type fire protection systems can be orientated in both longitudinal and transverse
directions of the test specimen. Fixing profiles orientated in the longitudinal direction, for each line of fixing
profiles, shall include a joint at mid span.
Fixing profiles orientated in the transverse direction shall include joints in accordance with the following:
Large slab specimens At least one transverse joint positioned not further than 500 mm from the transverse
axis.
Small slab specimens At least one transverse joint positioned not further than 100 mm from the transverse
axis.
Beams At least one joint shall be positioned at mid-span, or as close to mid-span as is
possible on both sides and base of the beam.
6.4 Composition of test specimen component materials
6.4.1 Concrete
The concrete in the test specimen shall normally be of type 25/30 to 30/37 [LC/C/HC] (light-weight, normal-
weight or heavy-weight concrete) according to EN 206-1 and ENV 1992-1-1, although other grades within the
strength range 20/25 to 50/60 may be used, (see clause 1).
The applicability of the results of the assessment arising from the testing of a particular density, strength or
thickness of concrete will be restricted according to 15.1 to 15.3 and 15.5.
The concrete shall be prepared from silicious aggregates, of maximum aggregate size of 20 mm, and portland
cement. The composition and properties of the concrete used shall be appropriate to those defined in EN 206-1
and ENV 1992-1-1.
Other non-silicious and lower density aggregates may be permitted, but the applicability of the results of the
assessment will be restricted according to 15.4.
The consistency of the wet concrete shall allow for good compaction and smooth surface. The consistency shall
be of type S3 or F3 determined in accordance with EN 206-1.
6.4.2 Steel reinforcement
The steel reinforcement bars used shall be ribbed and shall be of grade B 500 (to ENV 10080) or comparable
European Standard grade with f = 500 N/mm .
y
6.4.3 Fire protection system
The composition of the fire protection system shall be specified by the sponsor and include, at least, its expected
nominal density, thickness and moisture content. 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 materials
The actual material properties of test specimen component materials shall be determined, according to
EN 1363-1 and using appropriate product test standards, on test materials or test samples conditioned as
described in clause 8.
6.5.1 Concrete
The concrete strength of all batches of concrete used shall be measured at intervals during conditioning (see
clause 8) and on the day of the fire test according to one of the methods specified in EN 206-1.
The density and moisture content of all batches of concrete used shall be measured at intervals during
conditioning and on the day of the fire test using small samples prepared at the same thickness and at the same
time and from the same materials as each concrete member to be tested. These small samples, of size
200 mm · 200 mm · thickness of test sample shall have been covered, after preparation, on five sides with a
water impermeable membrane, the top surface exposed, and conditioned with the concrete test member as
specified in clause 8. The method used to prepare and condition these test samples shall be reported.
The dimensions of the concrete member measured before application of the fire protection material together with
weight of reinforcement and the final concrete density may be used to calculate the dead-weight contribution of
the concrete to the calculation of load.
6.5.2 Steel reinforcement
The grade of steel bars used for reinforcement shall be confirmed either by measurement to appropriate standards
or by certificate of conformity, against the specification given in 6.4.2, which shall be provided by the supplier.
6.5.3 Fire protection materials
The actual thickness, density and moisture content of the fire protection materials shall be measured and
recorded, at the time of test, either directly upon the fire protection material or materials or on special test
samples taken. These shall be conditioned as defined in clause 8. The measurement procedures appropriate to
different types of material are given in annex B.
The thickness of a board or panel type fire protection material 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 the limits
of applicability of the assessment. If it deviates by more than 15 %, the maximum thickness recorded shall be
used in the assessment.
The thickness of a sprayed or coated passive or reactive type fire protection material should not deviate by more
than 20 % of the mean value over the whole of its surface. The mean value shall be used in the assessment of the
results and the limits of applicability of the assessment. If it deviates by more than 20 %, the maximum thickness
recorded shall be used in the assessment.
The density of fire protection material applied to the concrete at minimum and maximum thickness shall be
recorded. The mean value of the density of the fire protection material at minimum and maximum thickness shall
be used in the assessment of the results of the test, unless the difference between these is greater than 15 %, in
which case the maximum density recorded shall be used.
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 materials used in the preparation of the test specimen shall be measured using special
samples, where necessary, as defined in 6.5 using the methods defined in annex B.
The sponsor shall verify that the fire protection material has been applied correctly and in the case of sprayed
or coated materials ensure, by methods appropriate to the material, that it is of the design composition and
specification.
7 Installation of the test construction

7.1 Concrete slab test specimens
The test construction, comprising the concrete slab test member, any supporting construction or test frame and
the fire protection system, shall be installed onto the furnace to allow freedom for longitudinal deflection and
movement, according to 5.2.1.
Special attention shall be given to the choice of size of the test specimen according to the expected duration of
the test (see 6.2.1) and to insulation of the supports carrying the slab against the influence of heat.
Care shall be taken to ensure that during installation of test specimens onto the furnace, or as a result of any
movement occurring during the test, the fire protection system is not subjected to any expansion or restraint
stresses contrary to its use in practice.
7.2 Concrete beam test specimens
The test construction, comprising the concrete beam test member, any supporting construction or test frame and
the fire protection system shall be installed onto the furnace to allow freedom for longitudinal deformation and
movement, according to 5.2.1. Special attention shall be given to insulation of the supports carrying the beam
against the influence of heat.
The loaded beams shall be provided with a lightweight concrete topping. The topping to the beam shall be a layer
of mineral fibre insulation board placed between the lightweight concrete topping and the top of the beam. This
insulation board shall have a thickness of 10 mm to 15 mm and a nominal density of (350 ± 50) kg/m . It shall
have a width equal to the width of the top of the beam.
Care shall be taken to ensure that during installation of test specimens onto the furnace, or as a result of any
movement occurring during the test, the fire protection system is not subjected to any expansion or restraint
stresses contrary to its use in practice.
8 Conditioning
The test construction and test samples taken for the determination of material properties (specified in 6.5) shall
be conditioned according to EN 1363-1. Material properties shall be determined according to methods specified
in 6.5, EN 1363-1 and annex B.
The recommended minimum conditioning time for concrete slabs and beams is 90 days.
9 Application of instrumentation
9.1 General
The instrumentation for the measurement of temperature, furnace pressure and deformation shall comply with
the requirements of EN 1363-1.
9.2 Instrumentation for measurement of furnace temperature
9.2.1 Slab specimens
Plate thermometers of the type specified in EN 1363-1 shall be provided to measure the temperature of the
furnace. They shall be uniformly distributed, with at least one centrally placed within every 1,5 m of the exposed
test specimen surface area, the exposed area being the nominal area measured in the plane of the specimen.
The plate thermometers shall be oriented so that side 'A' faces the floor of the furnace. For test specimens with
less than 6 m exposed area, a minimum of four plate thermometers shall be used.
9.2.2 Beam specimens
Plate thermometers of the type specified in EN 1363-1 shall be provided to measure the temperature of the
furnace. There shall be at least two plate thermometers for each metre length, or part thereof, of exposed length
of beam. They shall be evenly distributed along the length of the beam.
At each location given above, the plate thermometers shall be positioned (100 ± 50) mm below the underside
of the beam and (100 ± 50) mm from the edges on each side of the beam.
For beams which are deeper than 500 mm, the plate thermometers shall be positioned as above, but at mid height
of the beam instead of below the underside.
The plate thermometers shall be oriented so that for half their number side 'A' faces the floor of the furnace and
for the other half, side 'A' faces the longer side walls of the furnace. The distribution of the different orientations
shall be such that there shall be equal numbers facing the floor and the wall on each side of the beam.
9.3 Instrumentation for the measurement of test specimen temperature
9.3.1 General
Thermocouples for measuring temperatures upon the exposed surfaces of the concrete beneath the fire protection
material, on the reinforcing bars and within the concrete shall be of the double glass fibre insulated bare wire type
specified in EN 1363-1 and be positioned and fixed as specified in EN 1363-1.
To provide protection against damage when casting concrete such thermocouples may be encased within a
secondary casing, which shall be chosen such that it will not affect the temperature history of the thermocouple
throughout the test. Such thermocouples shall be new when used for this test.
Thermocouples for measuring temperatures upon the unexposed surface of the concrete shall be of the copper
disc type specified in EN 1363-1. They shall be positioned and fixed as specified in EN 1363-1.
9.3.2 Large and small concrete slab test specimens
Thermocouples shall be provided to permit measurement and recording of the surface and internal temperatures
of the concrete and its reinforcement.
These thermocouples shall be as given below and shown in Figures 1, 2, 3 and 4.
i) five thermocouples fixed on the unexposed upper face of the slab, (numbers 1 to 5). These shall not be
closer than 100 mm to any part of the load distribution system;
ii) thermocouples at the concrete surface, beneath the applied fire protection system, on the exposed lower
face of the slab, at a rate of one per m . (five only indicated in figures as thermocouples numbers 6 to
10). There shall be used as a minimum:
- a thermocouple opposite each unexposed surface thermocouple specified in (i) above;
- a thermocouple opposite each reinforcement bar thermocouple specified in (iii) below;
- a thermocouple opposite each measurement station designated a, b or c in (iv) and (v) below
Such thermocouples shall be installed either by:
a) fastening to the mould in which the concrete is cast, with a non-combustible tape (e.g. ceramic tape)
with moderate adhesive properties before the concrete is cast (see Figure 7). Care shall be taken when
removing the concrete slab from the mould that the tape releases from the mould and the thermocouple
is not damaged;
or
b) by inserting the thermocouple after the slab has been cast, into 8 mm maximum diameter vertical holes,
drilled through the concrete. These shall be at a minimum distance of 50 mm away from any
reinforcement bars. The thermocouple shall be inserted into the hole and the hot junction placed
isothermally 50 mm from the hole. The thermocouple shall be securely fixed to the concrete surface
with fire resistant adhesive and the hole filled with fire resistant filler, (see Figure 7);

iii) five thermocouples fixed on the longitudinal reinforcement bars, (numbers 11 to 15), the hot junction
of which shall be positioned midway between two transversal bars and in the central zone of the slabs
between the loading points. The hot junction of the thermocouples shall be spot welded to the tops of
the bars and between the ribs on the bars.
iv) for the small slabs, three sets of four thermocouples shall be introduced into the body of the slabs,
(designated a, b and c in Figure 1).
v) for the large slabs, three sets of five thermocouples shall be introduced into the body of the slabs,
(designated a, b and c in Figure 2).
The thermocouples in cases iv) and v) above shall be located between the loading points and shall be rigidly
mounted on tensioned U-shaped 5 mm diameter bars fixed to the upper reinforcing bars in order to guarantee
their spacing at 15 mm centres.
Such thermocouples shall be fixed to the 5 mm U-shaped bars isothermally for 50 mm. The hot junction is angled
away from the U-shaped bar such that it is between 5 mm to 10 mm away from and below the bar (on the exposed
side during the test) and positioned accurately at the required depth. Thermocouple fixing bars and
thermocouples shall be spaced 50 mm apart at each measurement station throughout the depth of the slab (see
Figure 4).
9.3.3 Beams
Thermocouples shall be provided to permit measurement and recording of the surface and internal temperature
of the concrete and its reinforcement. These thermocouples shall be located in each of three cross sectional areas
situated:
Area Y: central section located at ½L .
exp
Area X: (600 ± 100) mm from one side of the central section, located at about ¼L .
exp
Area Z: (600 ± 100) mm from the other side of the central section, located at about ¾L .
exp
Thermocouples within each cross sectional area shall be as follows and as given in Figure 3.
i) three thermocouples (numbers 1 to 3 shown in Figure 3) fixed to the concrete surface, beneath the
applied fire protection system. These thermocouples shall be located and fixed according to the
principles of the methodology of 9.3.2 (ii);
ii) three thermocouples fixed to the stirrups, (numbers 4 to 6 shown in Figure 3). These thermocouples
shall be located and fixed according to the principles of the methodology of 9.3.2 (iii);
iii) two thermocouples fixed on the lower reinforcement bars, (numbers 7 to 8 shown in Figure 3). These
thermocouples shall be located and fixed according to the principles of the methodology of 9.3.2 (iii);
iv) four thermocouples positioned centrally within the beam, (numbers 9 to 12 shown in Figure 3). These
thermocouples shall be located and fixed according to the principles of the methodology of 9.3.2 (iv/v);
v) two thermocouples shall be fixed to the upper surface of the concrete beam, one midway between cross
sectional areas 1 and 2 and the other midway between areas 2 and 3, (numbers 13 and 14 shown in
Figure 3). These thermocouples shall be located and fixed according to EN 1363-1.
9.4 Instrumentation for the measurement of pressure
Equipment for measuring pressure within the furnace
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