oSIST prEN 14509-4:2021
(Main)Factory-made double skin metal faced insulating sandwich panels - Part 4: Test methods for fixing of panels to substructure and for determining restraining effect on substructure
Factory-made double skin metal faced insulating sandwich panels - Part 4: Test methods for fixing of panels to substructure and for determining restraining effect on substructure
This European Standard specifies test methods needed for determination of characteristics for fixing of
factory-made double skin metal faced insulating sandwich panels (hereafter sandwich panels) to substructure and for stabilization of substructure. The sandwich panels are for use in elements for both self-supporting and structural applications in roofs, in external and internal walls (including partitions) and in ceilings in buildings as well as those in cold store applications.
NOTE The description of self-supporting sandwich panels is given in prEN 14509-1 and for structural
sandwich panels in FprEN 14509-2.
Werkmäßig hergestellte Sandwich-Elemente mit beidseitigen Metalldeckschichten - Teil 4: Prüfverfahren zur Befestigung von Paneelen an der Unterkonstruktion und zur Bestimmung der Rückhaltewirkung auf die Unterkonstruktion
Dieses Dokument legt Prüfverfahren für die Bestimmung von Merkmalen für die Befestigung von werkmäßig hergestellten Sandwich-Elementen mit beidseitigen Metalldeckschichten (im Folgenden: Sandwich-Elemente) an der Unterkonstruktion und für die Stabilisierung der Unterkonstruktion fest. Die Sandwich-Elemente sind für den Einsatz in Elementen sowohl für selbsttragende als auch für tragende Anwendungen in Dächern, in Außen- und Innenwänden (einschließlich Trennwänden) und in (Unter )Decken in Gebäuden sowie in solchen für Kühlhausanwendungen vorgesehen.
ANMERKUNG Die Beschreibung für selbsttragende Sandwich-Elemente ist in prEN 14509 1 und für tragende Sandwich-Elemente in FprEN 14509 2 angegeben.
Panneaux sandwiches isolants à deux parements métalliques manufacturés - Partie 4: Méthodes d'essai pour les assemblages des panneaux à la sous-structure et pour la détermination de l'effet de retenue sur la sous-structure
Le présent document spécifie les méthodes d'essai pour la détermination des caractéristiques de fixation des panneaux sandwiches isolants à deux parements métalliques manufacturés (ci-après dénommés panneaux sandwiches) pour la sous-structure et pour la stabilisation de la sous-structure. Les panneaux sandwiches sont utilisés dans les éléments pour applications autoportantes et structurelles dans les toitures, les parois extérieures et intérieures (y compris les cloisons), et les plafonds dans les bâtiments, ainsi que pour les applications en chambres froides.
NOTE La description des panneaux sandwiches autoportants est fournie dans le prEN 14509-1, et celle des panneaux sandwiches structurels dans le FprEN 14509-2.
Tovarniško izdelane izolacijske sendvič plošče z obojestranskim kovinskim oplaščenjem - 4. del: Preskusne metode za pritrjevanje plošč na podkonstrukcijo in za določanje učinka zadrževanja na podkonstrukciji
General Information
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 14509-4:2021
01-november-2021
Tovarniško izdelane izolacijske sendvič plošče z obojestranskim kovinskim
oplaščenjem - 4. del: Preskusne metode za pritrjevanje plošč na podkonstrukcijo
in za določanje učinka zadrževanja na podkonstrukciji
Factory-made double skin metal faced insulating sandwich panels - Part 4: Test methods
for fixing of panels to substructure and for determining restraining effect on substructure
Werkmäßig hergestellte Sandwich-Elemente mit beidseitigen Metalldeckschichten - Teil
4: Prüfverfahren zur Befestigung von Paneelen an der Unterkonstruktion und zur
Bestimmung der Rückhaltewirkung auf die Unterkonstruktion
Panneaux sandwiches isolants à deux parements métalliques manufacturés - Partie 4:
Méthodes d'essai pour les assemblages des panneaux à la sous-structure et pour la
détermination de l'effet de retenue sur la sous-structure
Ta slovenski standard je istoveten z: prEN 14509-4
ICS:
91.100.60 Materiali za toplotno in Thermal and sound insulating
zvočno izolacijo materials
oSIST prEN 14509-4:2021 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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oSIST prEN 14509-4:2021
DRAFT
EUROPEAN STANDARD
prEN 14509-4
NORME EUROPÉENNE
EUROPÄISCHE NORM
August 2021
ICS 91.100.60
English Version
Factory-made double skin metal faced insulating sandwich
panels - Part 4: Test methods for fixing of panels to
substructure and for determining restraining effect on
substructure
Panneaux sandwiches isolants à deux parements Werkmäßig hergestellte Sandwich-Elemente mit
métalliques manufacturés - Partie 4: Méthodes d'essai beidseitigen Metalldeckschichten - Teil 4:
pour les assemblages des panneaux à la sous-structure Prüfverfahren zur Befestigung von Paneelen an der
et pour la détermination de l'effet de retenue sur la Unterkonstruktion und zur Bestimmung der
sous-structure Rückhaltewirkung auf die Unterkonstruktion
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 128.
If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations
which stipulate the conditions for giving this European Standard the status of a national standard without any alteration.
This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other
language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC
Management Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.
Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2021 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 14509-4:2021 E
worldwide for CEN national Members.
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Contents Page
European foreword .3
Introduction .4
1 Scope .5
2 Normative references .5
3 Terms, definitions, symbols, subscripts and abbreviations .5
3.1 Terms and definitions .5
3.2 Symbols, subscripts and abbreviations .6
4 Testing of the resistance of fixings of sandwich panels to supporting structures .8
4.1 General .8
4.2 Tensile resistance . 11
4.3 Shear resistance . 18
4.4 Full scale tests, alternative test method for tensile resistance of hidden fixing . 20
4.5 Shortened test programme . 26
4.6 Determination of γ . 26
M
5 Parameters needed for determining restraining effect of sandwich panels when connected
to supporting structures. 26
5.1 Principle . 26
5.2 Rotational spring stiffness . 27
5.3 Shear stiffness S for lateral restraint of an individual member . 35
Bibliography . 37
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European foreword
This document (prEN 14509-4:2021) has been prepared by Technical Committee CEN/TC 128 “Roof
covering products for discontinuous laying and products for wall cladding”, the secretariat of which is
held by NBN.
This document is currently submitted to the CEN Enquiry.
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Introduction
The principles for determination of declared values of the characteristics to be expressed are given in
prEN 14509-1 for self-supporting applications and in FprEN 14509-2 for structural applications.
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1 Scope
This document specifies test methods for determination of characteristics for fixing of factory-made
double skin metal faced insulating sandwich panels (hereafter referred to as sandwich panels) to
substructure and for stabilization of substructure. Sandwich panels are used in elements for both self-
supporting and structural applications in roofs, in external and internal walls (including partitions) and
in ceilings in buildings as well as those in cold store applications.
NOTE The description of self-supporting sandwich panels is given in prEN 14509-1 and for structural
sandwich panels in FprEN 14509-2.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
EN 1990, Eurocode - Basis of structural design
EN 1993-1-3:2006, Eurocode 3 - Design of steel structures - Part 1-3: General rules - Supplementary rules
1
for cold-formed members and sheeting
EN 13165, Thermal insulation products for buildings - Factory made rigid polyurethane foam (PU)
products - Specification
FprEN 14509-2:2021, Factory made double skin metal faced insulating sandwich panels - Part 2:
Structural applications
prEN 14509-3:2021, Factory made double skin metal faced insulating sandwich panels - Part 3: Test
methods for determining mechanical strength, building physical behaviour and durability
prEN 14509-5:2021, Factory made double skin metal faced insulating sandwich panels - Part 5: Design
methods. Determination criteria for combing actions and spans
3 Terms, definitions, symbols, subscripts and abbreviations
3.1 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1.1
bond, bonding
adhesion between the face(s) and the core normally provided by an adhesive
3.1.2
ceiling
covering over an internal area
3.1.3
core
layer of material, having thermal insulating properties, which is bonded between two metal faces,
thickness of metal face minus thickness of metal and organic coating
1
As impacted by EN 1993-1-3:2006/AC:2009.
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Note 1 to entry: Panels with special edge details in the longitudinal joints may utilize different core materials from
the main insulating core (e.g. for improved fire performance) if these edge details do not influence on mechanical
performance of the panel.
3.1.4
edge, longitudinal edge
side of the panel where adjacent panels join together in the same plane
3.1.5
face, facing
flat, lightly profiled or profiled thin metal sheet firmly bonded to the core
3.1.6
joint
interface between two panels where the meeting edges have been designed to allow the panels to join
together in the same plane
Note 1 to entry: The joint may incorporate interlocking parts that enhance the mechanical properties of the
system as well as improving the thermal, acoustic and fire performance and restricting air movement.
Note 2 to entry: The term 'joint' does not refer to a junction between cut panels or a junction where the panels are
not installed in the same plane.
3.1.7
lamella
core material consisting of mineral wool that has been cut and orientated with the fibres perpendicular
to the facings prior to bonding
3.1.8
sandwich panel
building product consisting of two metal faces positioned on either side of a core that is a thermally
insulating material, which is firmly bonded to both faces so that the three components act compositely
when under load
3.2 Symbols, subscripts and abbreviations
For the purposes of this document, the following symbols, subscripts and abbreviations apply.
3.2.1 Symbols
B overall width of the panel/specimen,
C ratio
D overall thickness of the panel
E modulus of elasticity
F force, load, support reaction
G shear modulus
L span, distance, width of support (L )
s
M bending moment
Q load
R resistance
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S shear rigidity
V shear force
b width of test specimen
d depth of face profile or stiffeners, depth of core (d )
c
e distance between centroids of faces, base of natural logarithms (e = 2,718 282)
f strength, yield stress
h height of profile
k parameter, correction factor
l length
m mass
n number of tests, number of screws, number of webs
t thickness of face sheet
w deflection, displacement
δ deviation
ϕ angle
γ shear strain
φ creep coefficient
3.2.2 Subscripts
A rotational stiffness (C )
D,A
C core
D expressed value, rotational stiffness (C )
D
F face
adj adjusted
-1
arcsin trigonometric function (inverse of sine function, sin )
-1
arctan trigonometric function (inverse of tangent function, tan )
c compression
d design
e external, additional thickness of main profiles (Δe)
eff effective
end end support
i internal
i, j index
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int internal support
m material
nom nominal
o upper face
obs observed (e.g. result)
rep repeated (F )
Rtk,rep
Rtk characteristic (5%-fractile) value (F )
Rtk
s support (Ls = support width), stiffeners, surface (Rs1)
t tension, time
tol tolerance (normal or special)
tr traffic (Ctr)
u ultimate (Fu)
l lower face
v shear
0 basic value, unit width, time (e.g. t = 0)
1 upper face
supporting member
2 lower face
φ effect of creep on core module ( E φ )
ϑ,t ϑ,t
3.2.3 Abbreviations
EPS expanded polystyrene
MW mineral wool
PU rigid polyurethane foam (the abbreviation PUR includes polyisocyanurate foam (PIR))
PF phenolic foam
ULS ultimate limit state
XPS extruded polystyrene foam
4 Testing of the resistance of fixings of sandwich panels to supporting
structures
4.1 General
4.1.1 Type of fixings and panel families
This document covers the resistance of fixing of panels to supporting structures and the failure modes
in the sandwich panel. It does not cover the failure of the fastener itself or failure of the fixing in the
supporting structure. Thus, the failure mode for tension is generally a pull-through failure of the visible
fixing and the failure mode of the hidden fixing a failure of the joint or of the load spreading plate (if
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applicable). A pull-through failure is used as a common name for these failure modes. In addition, the
shear failure mode of fixing is covered by this document.
The types of fixing of panels to supporting structure covered by this document are:
— visible fixings;
— hidden fixings.
NOTE 1 Combinations of these fixing types are also possible.
For the fixing of panels to supporting structure, failure modes in supporting structure and fastener shall
be determined separately. However, they are outside the scope of this document.
The test series of a fixing may cover a family of the structural sandwich panel products and one fastener
type which is to be defined in the declaration of resistance values.
Panels with variation in the properties listed below can be included in the same family as long as the
panel with weakest combination of the properties is tested.
A family of panels is defined by:
— profiling:
— in the faces for visible fixings;
— in the longitudinal joint for hidden fixings;
— material and grade of face material;
— type of longitudinal joint;
— the same type of core material;
— panel thickness;
— thickness (inner and outer) of sheets;
— type and amount of adhesive.
One type or group of fasteners is defined by and shall be listed in connection to characteristics to be
expressed:
— material of fastener;
— a fastener whose length will vary;
— same number and position (edge distance and distance between fasteners when more than one
fastener is used) of fasteners;
— washer type and material;
— washer sealant;
— head diameter and type of head of the fastener:
— the thread of the fastener;
— the diameter of the shaft of the fastener;
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— geometry and material type and grade of load spreading plate, if relevant.
The end distance and the distance between the fixings may be varied in the test series, which shall then
be taken into account in the analysis of the test results. In all the cases, the minimum edge distance
envisaged between the fixing and the edge of the panel shall be tested. The influence of the centre-to-
centre distance of the fixing shall be tested, when critical.
Tests have to be done for both static and cyclic loading for tensile resistance.
The series of the tests of the fixings give a set of test results for the determination of the characteristic
resistance. The test results shall be adjusted to correspond to the nominal strength of the material
components used in the sandwich panel.
Historical data can be used for declaration if the principles given in this clause are followed.
The values for the fixing to be expressed are based on resistance values in ultimate limit state (ULS)
only.
NOTE 2 To reduce the range of tests for visible fixings, it is possible to perform all the tests with flat or lightly
profiled faced sandwich panels of a panel family. It is also possible for visible fixings to do only tests on small scale
tests on only the sheet-material without the possible influence of the core bedding.
NOTE 3 Typically the end or edge distance in a test series correspond to either the minimum end distance used
in practice or the location of the fixing at an intermediate support. The fastener placed close to each other can have
interactions in the tensile resistance. Therefore, the influence of the centre-to-centre distance of the fastener needs
to be studied.
NOTE 4 If the EAD specification of a fixing has all the information for a fastening (e.g. visible fixing with screws),
within pull-through and pull-out resistance, shear resistance and max. relative displacement between the internal
and external face at the head of a fastener and material safety factor, then no additional tests are needed.
NOTE 5 Because of the complexity of the testing and calculation of the test results it is advised to have the tests
done by an experienced testing party and an experienced party for interpretation of the results.
If not otherwise specified for serviceability limit state, no notable plastic deformation is allowed.
4.1.2 Test reports
The test report shall contain:
— the description of the test specimen:
— thicknesses and grade of the face material;
— the type of core material and its reference;
— the thickness and the span of the panel and the test arrangements (2 or 3 supports);
— the description of the fixing including the material properties and geometry of the fixing part
(i.e. load distribution plate, etc.), the position and the number of fasteners;
— the distance between the end of the panel and the fastener;
— the detailed geometry of the longitudinal joint of the panel;
— the description of the test:
— the cycles used in the tests with maximum and minimum loads;
— the ultimate load;
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— the type of collapse (failure mode);
— all other significant characteristics observed during the test;
— the load-deflection curves measured in the test;
— the identification of the test specimen;
— the mechanical characteristics of the metal sheet (measured thickness, tensile strength, yield
strength or 0,2 % strain limit, elongation after fracture) for the outer and inner face;
— the mechanical test results for the panel (measured shear and compression strength).
The result of the test is the resistance F .
Rtk, rep
4.2 Tensile resistance
4.2.1 General
The principal determination of the tensile resistance of a fixing point is introduced in 4.2.2 for visible
fixing, in 4.2.3 for hidden fixing with small-scale specimens and in 4.4 for hidden fixing with full- scale
specimens as follows:
1. The ultimate static tensile resistance is determined and a single test result is named as F (4.2.2.4.2,
obs
4.2.3.4 and 4.4.6).
2. The single test result is adjusted by determining the material properties from samples used in the
fixing tests in order to correspond to the results of expressed material properties. The adjusted
results are named as F (see 4.2.2.5, 4.2.3.5 and 4.4.6).
adj
3. The 5 %-fractile value is determined from the adjusted single test results F and is named as F .
adj Rtk
4. The cyclic loading has to be performed. The maximum load according to 4.2.2 and 4.2.3 in one cycle
has the value of k·F . To determine the value of k, see 4.2.2.4.3. For large scale testing F is the force
Rt
in fixing point corresponding to reference load Q for determining the maximum load in one cycle
(see Table 1). Q is representing the ultimate load divided by 2. The ultimate static failure load after
cyclic loading is tested.
5. The tensile resistance of the fixing for static and cyclic loading is F , which is determined on the
Rtk.rep
basis of k and F (see 4.2.2.5 and 4.4.6).
Rtk
NOTE Deteriorating effect of wind gusts on fixing resistance is covered by cyclic tests described in 4.2.2.4.3
and 4.4.5.1 or by the reduction factor 2/3 in 4.2.2.6.
4.2.2 Visible fixing
4.2.2.1 Principles
The tensile resistance of the visible fixing is defined as a pull-through failure mode in the panel face.
The amount of test for all cases shall be at least 3 tensile tests for the minimum and the maximum panel
thickness.
In order to get more reliable results, the amount should be preferably 5 tensile tests with static load for
each relevant outer face thickness t and grade of material, or for the weakest combination in each family
N
if known from previous tests.
The respective failure modes as well as the material properties of the panel face and core used in the
tests shall be measured and documented in the test report. It is important that the test specimens for
testing the material properties are from the same batch as the test specimens for the fixing.
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The failure load and mode shall be documented in the test report.
Test results shall be adjusted following rules in 4.2.2.5.
4.2.2.2 Apparatus
The principal test arrangement for visible fixing is shown in Figure 1.
Key
e corresponds to the distance between the centroids of the faces
l1 corresponds to the minimum edge distance defined by the manufacturer
l ≥ max {1,25e, 100 mm}, measured from outer edge of support
2
l ≥ minimum distance to be defined by the manufacturer
3
l4 ≥ max {0,5 L, 400 mm}
l6 length of overhang on support, e.g. max 100 mm
L span length of the specimen
L support width
s
F load
w and w displacement of the sandwich panel and the end of the fastener correspondingly
1 2
B overall width of the specimen
Figure 1 — Principal testing arrangement for visible fixing
L and L shall be large enough to prevent crushing failure on support.
s
4.2.2.3 Test specimen
The specimen consists of full panel width. The minimum length of specimen is specified in Figure 1.
Samples for fixing tests have to be taken together with the samples for determining the compression
strength of the core, thickness and tensile strength of the outer face.
4.2.2.4 Procedure
4.2.2.4.1 General
The ultimate resistance to static loading and cyclic loading is to be determined. The loading shall be
continued until failure and a load-deflection curve shall be drawn.
The tests shall be performed under normal laboratory conditions concerning the temperature and
humidity.
4.2.2.4.2 Static loading
The load or displacement shall be increased monotonically up to the ultimate load. The use of a
displacement-controlled testing machine is preferred. The loading rate shall be such as to result in a
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failure between 3 min and 5 min after the commencement of the test. The local displacement at the fixing
shall be measured during the course of the test up to a point close to the maximum load.
NOTE The local tensile displacement in the fixing is defined as w = w1 - w2 (see Figures 1 and 3). As both the
displacement of the head of the fastener and the deflection of the sample are included in w , compensating with
1
the deflection of the specimen gives the net local displacement of the head of the fastener.
The ultimate failure load, the displacement and the mode of failure shall be recorded.
At least one static load test shall be carried out with repeated loading and unloading (at least 3 loads
and unloads up to 50 % of the ultimate load) before loading up to failure. Displacements shall be
measured and documented and shall show a stable behaviour (e.g. non-relevant increase of deflection)
comparable with the other static load tests.
The interaction at intermediate support between bending moment and support reaction shall be
determined as described in prEN 14509-3:2021, 4.8.
4.2.2.4.3 Cyclic loading
Cyclic loading tests shall be carried out in order to determine the resistance of the fixing after a cyclic
loading history. As a minimum three, but preferably five cyclic load tests shall be performed with a
number of cyclic loads of 5 000 cycles. In each cycle, the minimum and maximum loads are 0,1·F and
Rt
k·F , in which F is the mean tensile resistance determined in the static loading tests. A value of k = 0,5
Rt Rt
is recommended at the commencement of the tests, but may be adjusted if local failure or significant
increase of deformation occurs at an early stage. The cyclic loading frequency in the test shall not exceed
5 Hz. The ultimate static load is measured after the cycles.
The mean of the ultimate static load after the cyclic loading, F , shall be equal to or higher than
Rt,residual
1,3·k·F . If this condition is not fulfilled, k shall be decreased and the cyclic tests shall be repeated until
Rt
this is fulfilled.
4.2.2.5 Calculation and results
The recording and interpretation of the adjusted test results shall follow the rules in
prEN 14509-3:2021, 4.12. Out of the test results, the 5 % fractile characteristic values shall be
determined according to prEN 14509-3:2021, 4.12.2.
If the tests for the fixings are made with samples out of the same batch as for the previously assessed
panels for compression strength, the test results of fixings shall be adjusted using the expression:
Fadj = k1 Fobs (1)
If the tests are not from the same batch, or if the expressed value of compression strength is reduced
from previous expressed value, the test results of fixings shall be adjusted using the expression:
F = min(k , k ) F (2)
adj 1 2 obs
where
f t f t
uu
(3)
k ≤1 with ≤≤1 and 1
1
ft f t
u,,obs obs u obs obs
f
Cck
(4)
k ≤1
2
f
Cc,obs
where
F is the adjusted test result for the tensile force applied to the fastener;
adj
13
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F is the measured individual test result;
obs
k is the correction factor for the material properties of face material;
1
k is the correction factor for core compression strength;
2
f is the nominal value for expressed ultimate tensile strength of the face sheet;
u
f is the measured value for ultimate tensile strength of the face sheet (mean value of 3
u, obs
tests from the same batch of coil material. For metals without any defined yield
strength, 10 tests have to be performed.);
f is the expressed value for panel compression strength;
Cck
f is the 5 %-fractile value for core compression of test results of the batch for fixing tests;
Cc, obs
t is the core-thickness of the nominal metal face in contact to the head of the screw
(nominal thickness of metal face minus nominal thickness of metallic coating);
t is the measured core-thickness of tested metal face without metallic coating in contact
obs
to the head of the screw (mean value of 3 tests from the same batch of coil material).
The tensile resistance of the fixing for cyclic loading F is taken to be the minimum value of (2 k F )
Rtk.rep Rtk
and F ,
Rtk
F = min (2·k·F , F ) (5)
Rtk, rep Rtk Rtk
where
F is the characteristic value of the adjusted results of the static tests preceding the cyclic loading
Rtk
tests and k is the value determined in 4.2.2.4.3.
This value F is to be determined together with the boundary conditions.
Rtk.rep
4.2.2.6 Alternative test method for tensile resistance of visible fixing
An alternative test method to that described above (4.2.2.1 to 4.2.2.5) is to test the tensile resistance of
visible fixing using a specimen without core. This test method can only be used when it gives a lowest
tensile resistance for visible fixing. The testing specimen consists of the relevant fastener and a strip of
the face material formed to trapezoidal shape (see Figure 2). The test is performed in a tensile test
equipment.
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prEN 14509-4:2021 (E)
Key
1 sealing washer
2 clamps with rounded inserts
3 fixing screw for sandwich panels
4 test sample type 1: l= 100 mm thickness = tI
Figure 2 — Principal testing arrangement for visible fixing following the alternative test
method introduced in Annex 3 of EAD 330047-01-0602:2016
If the alternative test method with specimen without core (See Figure 2)
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