oSIST prEN 14509-5:2021
(Main)Factory-made double skin metal faced insulating sandwich panels - Part 5: Design methods - Determination criteria for combining actions and spans
Factory-made double skin metal faced insulating sandwich panels - Part 5: Design methods - Determination criteria for combining actions and spans
This document specifies design methods for combination of actions and spans for factory made double skin metal faced insulating sandwich panels (hereafter sandwich panels). 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 14509-1:2020, Clause 1 and for structural sandwich panels in prEN 14509-2:2020, Clause 1.
Werkmäßig hergestellte Sandwich-Elemente mit beidseitigen Metalldeckschichten - Teil 5: Berechnungsmethoden - Bestimmungskriterien für die Kombination von Einwirkungen und Spannweiten
Dieses Dokument legt Berechnungsmethoden für die Kombination von Einwirkungen und Spannweiten für werkmäßig hergestellte Sandwich-Elemente mit beidseitigen Metalldeckschichten (nachstehend Sandwich-Elemente) 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 14509-1:2021, Abschnitt 1 und für tragende Sandwich-Elemente in prEN 14509-2:2020, Abschnitt 1 angegeben.
Panneaux sandwiches isolants à deux parements métalliques manufactures - Partie 5 : Méthodes de calcul - Critères de détermination pour les combinaisons des actions et des portées
Le présent document spécifie les méthodes de calcul pour les combinaisons d'actions et de portées pour les panneaux sandwiches isolants double peau à parements métalliques manufacturés (ci-après dénommés panneaux sandwiches). Les panneaux sandwiches sont destinés à être 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 14509-1:2021, Article 1, et celle des panneaux sandwiches structurels dans le prEN 14509-2:2020, Article 1.
Tovarniško izdelane izolacijske sendvič plošče z obojestranskim kovinskim oplaščenjem - 5. del: Metode izračuna - Merila za določanje kombinacij učinkov in obsega
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 14509-5:2021
01-september-2021
Tovarniško izdelane izolacijske sendvič plošče z obojestranskim kovinskim
oplaščenjem - 5. del: Metode izračuna - Merila za določanje kombinacij učinkov in
obsega
Factory-made double skin metal faced insulating sandwich panels - Part 5: Design
methods - Determination criteria for combining actions and spans
Werkmäßig hergestellte Sandwich-Elemente mit beidseitigen Metalldeckschichten - Teil
5: Berechnungsmethoden - Bestimmungskriterien für die Kombination von Einwirkungen
und Spannweiten
Panneaux sandwiches isolants à deux parements métalliques manufactures - Partie 5 :
Méthodes de calcul - Critères de détermination pour les combinaisons des actions et des
portées
Ta slovenski standard je istoveten z: prEN 14509-5
ICS:
91.100.60 Materiali za toplotno in Thermal and sound insulating
zvočno izolacijo materials
oSIST prEN 14509-5:2021 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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oSIST prEN 14509-5:2021
DRAFT
EUROPEAN STANDARD
prEN 14509-5
NORME EUROPÉENNE
EUROPÄISCHE NORM
July 2021
ICS 91.100.60
English Version
Factory-made double skin metal faced insulating sandwich
panels - Part 5: Design methods - Determination criteria
for combining actions and spans
Panneaux sandwiches isolants à deux parements Werkmäßig hergestellte Sandwich-Elemente mit
métalliques manufactures - Partie 5 : Méthodes de beidseitigen Metalldeckschichten - Teil 5:
calcul - Critères de détermination pour les Berechnungsmethoden - Bestimmungskriterien für die
combinaisons des actions et des portées Kombination von Einwirkungen und Spannweiten
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 14509-5:2021 E
worldwide for CEN national Members.
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Contents Page
European foreword . 4
Introduction. 5
1 Scope . 6
2 Normative references . 6
3 Terms, definitions, symbols, subscripts and abbreviations . 6
3.1 Terms and definitions .6
3.2 Symbols and subscripts .8
3.2.1 Symbols. 8
3.2.2 Subscripts . 9
4 Determination criteria for combining actions and spans . 9
4.1 General .9
4.2 Definitions . 10
4.2.1 Properties of a sandwich panel . 10
4.2.2 Sign convention used in Clause 4 . 10
4.3 Principles on design procedure . 11
4.4 Actions . 11
4.4.1 General . 11
4.4.2 Permanent actions. 11
4.4.3 Variable actions . 12
4.4.4 Actions due to long term effects . 13
4.5 Resistance . 13
4.5.1 General . 13
4.5.2 Residual (rest) bending resistance at an intermediate support . 14
4.5.3 End support reaction capacity . 15
4.6 Verification by the partial factor method . 16
4.6.1 Design values of actions. 16
4.6.2 Ultimate limit state . 16
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4.6.3 Serviceability limit state . 17
4.6.4 Combination of actions . 17
4.7 Material factors . 18
4.8 Calculation of the effects of actions . 18
4.8.1 General . 18
4.8.2 Methods of analysis . 18
4.8.3 Static system, geometry and thickness . 23
4.8.4 Sandwich panels with plane or lightly profiled faces . 23
4.8.5 Sandwich panels with strongly profiled faces . 24
4.8.6 The influence of time on shear deformations of the core . 24
4.9 Panels with special profiles . 25
4.9.1 General . 25
4.9.2 Determination of the effective properties of the faces and the core . 25
4.9.3 Design of panels with special profiles . 25
4.10 Design of fixing . 29
Bibliography . 30
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European foreword
This document (prEN 14509-5:2021) 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
This document covers Annex E in EN 14509:2013 and will be replaced for steel faced sandwich panels
by EN 1993-7 when this Eurocode for design of steel faced sandwich panels will be published. For
sandwich panels with other metal faces, this document will be used.
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1 Scope
This document specifies design methods for combination of actions and spans for factory made double
skin metal faced insulating sandwich panels (hereafter sandwich panels). 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 14509-1:2021, Clause 1 and for
structural sandwich panels in prEN 14509-2:2020, Clause 1.
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.
1
EN 1990:2002, Eurocode — Basis of structural design
2
EN 1993-1-3:2006, Eurocode 3 — Design of steel structures — Part 1-3: General rules — Supplementary
rules for cold-formed members and sheeting
3
EN 1999-1-4:2007, Eurocode 9 — Design of aluminium structures — Part 1-4: Cold-formed structural
sheeting
EN 10143:2006, Continuously hot-dip coated steel sheet and strip — Tolerances on dimensions and shape
prEN 14509-1:2021, Factory made double skin metal faced insulating sandwich panels — Part 1- Self-
supporting applications
prEN 14509-2:2020, Factory made double skin metal faced insulating sandwich panels — Part 2-
Structural applications
prEN 14509-3:2020, Factory made double skin metal faced insulating sandwich panels — Part 3: Test
methods for determining mechanical strength, building physical behaviour and durability
prEN 14509-4:2020, Factory made double skin metal faced insulating sandwich panels — Part 4: Test
methods for fixing of panels and for determining restraining effect on substructure
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
bending moment capacity
maximum bending moment recorded during a test on an individual panel
1
As impacted by EN 1990:2002/A1:2005 and EN 1990:2002/AC:2010.
2
As impacted by EN 1993-1-3:2006/AC:2009.
3
As impacted by EN 1999-1-4:2007/AC:2009 and EN 1999-1-4.
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3.1.2
bending resistance
characteristic value of bending moment capacity determined on the basis of a test series
3.1.3
bond
adhesion between the face(s) and the core normally provided by an adhesive
3.1.4
ceiling
covering over an internal area
3.1.5
core
layer of material, having thermal insulating properties, which is bonded between two metal faces
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.
3.1.6
edge, longitudinal edge
side of the panel where adjacent panels join together in the same plane
3.1.7
face, facing
flat, lightly profiled or profiled thin metal sheet firmly bonded to the core
3.1.8
flat facing
facing without any rolled or pressed profile, or raised strengthening rib
3.1.9
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.
3.1.10
lightly profiled facing
facing with a rolled or pressed profile not exceeding 5 mm in depth
3.1.11
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
3.1.12
wrinkling strength
characteristic value of wrinkling stress
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3.1.13
wrinkling stress
stress in the compressed face of a panel undergoing failure in bending where the failure mode takes the
form of a “wrinkle” extending over the full width of the panel near the section of maximum bending
moment
3.2 Symbols and subscripts
For the purposes of this document, the following symbols and subscripts apply
3.2.1 Symbols
The following symbols apply to this document
A cross-sectional area
B overall width of the panel, flexural rigidity
Note 1 to entry: A, cross sectional area and B, flexural rigidity may apply either to the full width of a panel (e.g. in
EN 14509-3:2021 when interpreting test results) or to a unit (metre) width of panel when carrying out design
calculations or preparing load tables.
C design value of a serviceability criterion
D overall depth of the panel
E modulus of elasticity, design value of the effect of an action
F force, load
G shear modulus, permanent action
I moment of inertia
L span, distance
M bending moment
N axial compressive force
Q variable action
R resistance, reflectivity (R )
G
S shear rigidity, characteristic value of an action
T temperature
V shear force
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 (prEN 14509-3:2020, 4.11, 4.5.3 in this document: support reaction capacity),
correction factor
n number of webs
q live load
s length of web (s )
w1
t thickness of face sheet
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v variance factor
α coefficient of thermal expansion
β parameter (Table 10 design formulae)
Ф angle
γ partial safety factor, load factor (γ )
F
φ creep coefficient
θ parameter (Table 9 design formulae)
σ bending stress, compressive strength, standard deviation
τ shear stress
ψ combination coefficient
3.2.2 Subscripts
The following subscripts apply to this document.
C core
F face, action (γ )
F
G permanent load, degree
M material (γ )
M
Q variable action
S sandwich part of the cross-section
c compression, core
d design
i, j index
k characteristic value
nom nominal
s support (L = support width), surface (R )
s s1
t time
tol tolerance (normal or special)
0 basic value
1 external face, upper face
2 internal face, lower face
4 Determination criteria for combining actions and spans
4.1 General
This clause only covers uniformly distributed loads and thermal gradients, it gives no information about
single loads on panels.
This clause concerns provisions that the designer has to take into account, if not otherwise specified and
which are not yet included in the relevant Eurocodes.
The supporting structure shall be sufficiently stiff, to avoid unintended diaphragm actions or composite
actions.
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4.2 Definitions
4.2.1 Properties of a sandwich panel
The cross-section and material properties of a sandwich panel shall be as shown in Figures 1 a) and 1
b) and Table 1.
a) flat, lightly profiled or micro profiled face
b) Panel cross-section, profiled face
Figure 1 — Panel cross-sections
Table 1 — Panel properties
Layer Geometry Material properties Structural properties
Face 1 t1, d1, d11, d12, AF1, IF1 E , α B
F1 F1 F1
Core d EC, GC S
C
Face 2 t2, d2, d21, d22, AF2, IF2 E , α B
F2 F2 F2
4.2.2 Sign convention used in Clause 4
Where relevant, the formulae in this document assume the following sign convention: Bending moments
are negative when face 1 is in tension.
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Compressive forces and stresses are positive. Downward loads are positive.
Downward deflections are positive.
4.3 Principles on design procedure
The design values E of the effects of the actions shall be calculated and shall be compared with the
d
design values of the corresponding resistance R or the relevant serviceability criterion C taking into
d d
account the appropriate material partial factors γ .
M
It shall be verified by means of calculation that that the Formulae (1) to (4) are satisfied using the
procedures in 4.5 to 4.7.
Ultimate limit state: E ≤ R (1)
ULS:d d
Serviceability limit state: E ≤ C (2)
SLS:d d
where
E E
and are design values of the effects of the actions, i.e.
ULS;d SLS;d
E the effect of Σ γ ψ S (3)
f ki
d
R
k
R = is the design value of the resistance at the ultimate limit state (4)
d
γ
M
C is the limiting design value of the relevant serviceability criterion expressed as the
d
maximum serviceability limit state design stress or limit on deflection taking into
account the material partial factor for serviceability limit state design γ ;
M
S is the characteristic value of an action;
ki
γ is the relevant load factor;
F
ψ is the relevant combination factor;
γ is the relevant material partial factor;
M
R is the calculated or experimental value of the characteristic resistance.
k
NOTE The procedures which follow conform to the “European Recommendations for Sandwich Panels: Part
1: Design” [2] and present a sub-set of the more detailed procedures which are given in these Recommendations.
This product standard is primarily concerned with the values of R and C . The load levels and the levels
d d
of safety may be specific to each Member State.
4.4 Actions
4.4.1 General
The actions in 4.4.2 to 4.4.4 shall be taken into account in the calculations. They shall be considered
either individually or in combination using the combination factors in 4.6 and 4.7. When panels are used
for restraining of substructures the moment m (see EN 1993-1-3:2006, 10.1.5.2) shall be taken into
account.
4.4.2 Permanent actions
The permanent actions to be taken into account in the design shall include the following:
— self-weight of the panel (calculated from the nominal dimensions and mean densities);
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— mass of any permanent components of the structure and installation that apply load to the panel;
— permanent imposed deformations, e.g. due to temperatures in cold stores (calculated using nominal
values relevant to the specific application).
4.4.3 Variable actions
The variable actions shall include the following, where they are relevant:
— snow (quasi-permanent action);
— live loads (e.g. due to access to a roof or ceiling);
— wind loads;
— construction loads;
— climatic effects (e.g. due to a temperature difference between the faces of a panel);
— seismic action (calculated as an equivalent static load).
The temperature gradients resulting from the difference between the outside temperature T and the
1
inside temperature T are variable actions.
2
If national specifications do not give values for external temperatures, the following values for the
temperature of the outside face may be used:
Depending on the latitude, the height above sea level and the distance from the sea, four different
minimum winter temperature levels (T ) are used throughout the continent of Europe: 0, −10 °C: −20 °C
1
and −30 °C. The temperature of the outer face of a roof panel with an over layer of snow is 0 °C.
The temperature T of the outside face has a maximum summer value which depends upon the colour
1
and reflectivity of its surface. Values of T , which are minimum for ultimate state calculations and which
1
are suitable for serviceability calculations, may be taken as follows:
R = 75–90 T = +55 °C
(i) very light colours
G 1
R = 40–74 T = +65 °C
(ii) light colours
G 1
(iii) dark colours R = 8–39 T = +80 °C
G 1
where
R is the degree of reflection relative to magnesium oxide = 100 %.
G
NOTE These values for temperature at outer face can be taken for both the ultimate limit state and the
serviceability limit state.
Optional procedure for the determination of colour and coating specific facing (also uncoated facings)
temperatures is testing which can be performed according to following procedure:
Total Solar Reflectance (TSR) and Thermal Emittance (TE) of a colour are measured according to
laboratory methods based on ASTM E903-20 (Updated 2020) according to procedure detailed in
Clause 8 and ASTM C1371-15 (Updated 2015) according to the procedure detailed in Clause 7
respectively. Every coating type and colour must be measured separately. Then Solar Reflective Index
(SRI) is calculated according to ASTM E1980 - 11(2019) (Reapproved 2016) Clause 4.3. Finally, the
estimated Steady State Surface (exterior) temperature is calculated according to ASTM E1980 -
11(2019) (Reapproved 2016) Clause 4.2. Recommended wind speed in calculations is 2 to 6 m/s
2
(medium wind speed), giving a convective coefficient of 12 W/(m K), which is taken into account in the
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calculations in Clauses 4.2 and 4.3. In case of need also 0 to 2 m/s (low wind speed), giving a convective
2
coefficient of 5 W/(m K), can be used for calculation.
If national provisions do not give values for internal (ambient) temperatures, the following values for
the temperature of the inside face shall be used. Where internal temperatures are specific to the use of
the building (e.g. cold stores, bakeries) the temperature shall be provided by the designer or building
user.
Summer: T = +25 °C Winter: T = +20 °C
2 2
The greatest difference between the inside and outside temperatures may arise during installation.
4.4.4 Actions due to long term effects
Creep of the core material shall be taken into account in the design for panels used as a roof or ceiling
and for special cases with walls with permanent temperature difference.
Creep of the core may cause a change in both stresses and deformations with time.
4.5 Resistance
4.5.1 General
The values of resistance necessary for design shall be determined in accordance with
prEN 14509-3:2020, Clause 4. In addition, depending on the application, the procedures in 4.5.1 and
4.5.2 may be required.
NOTE 1 The following characteristic resistance values are required in order to carry out design by calculation
in accordance with this document – see Table 2.
Table 2 — Characteristic resistance values
Characteristic resistance values Clause in Test method according to
prEN 14509-1:2020 prEN 14509-3:2020
Yield strength of the faces 4.1.2.1
Shear strength 4.1.4 4.3 or 4.4
Compressive strength
4.1.7 and 4.1.16 4.2 and 4.11
and stress distribution over support
Shear strength after long-term loading
4.1.9 4.5
(roof and ceiling panels only)
Wrinkling strength (positive and negative bending)
4.1.12 and 4.1.13 4.6
at normal and higher temperature
Wrinkling strength over a central support (positive
and negative bending, at normal and higher
temperature) determined from the bending 4.1.14 and 4.1.15 4.8 and 4.9
resistance (only for panels continuous over two or
more spans)
NOTE 2 In Table 2, the term wrinkling strength includes the local buckling stress of a profiled face in
compression.
In addition, the following are required in order to carry out the necessary calculations – see Table 3.
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Table 3 — Additional calculation rules
Test method according to
Characteristic values Clause
prEN 14509-3:2020
Shear modulus 4.1.5 in prEN 14509-1:2020 4.3 or 4.4
Creep coefficient
4.1.6 in prEN 14509-1:2020 4.7
(roof and ceiling panels only)
Design thickness of the faces 4.8.3 of this document
The comparison of the design values of action effects and the design values of resistance according to
4.3 is usually carried out in terms of stresses, which are determined from the stress resultants according
to 4.8.2.5 and 4.8.2.6. Determination of the compressive strength (wrinkling stress) of a profiled face
from the bending resistance of the panel requires a calculation for which the formulae are given in
4.8.5.2.
For the seismic design of the sandwich panel, the simplified method defined in 4.3.5 of EN 1998-1:2005
apply.
NOTE 3 When the length of the panel is less or equal to 3,50 m and the weight of the panel less or equal to
2
25 kg/m the seismic design is satisfied without calculations.
4.5.2 Residual (rest) bending resistance at an intermediate support
If the load-deflection curve, determined according to procedure given in prEN 14509-3:2020, 4.8, is as
shown in Figure 2 a), the attainment of maximum bending moment at an internal support corresponds
to a serviceability limit state. Furthermore, a non-zero rest moment may be determined and
incorporated into the calculations at the ultimate limit state. If the load-deflection curve falls away
suddenly, as shown in Figure 2 b), the attainment of maximum bending moment at an internal support
shall be deemed to correspond to the ultimate limit state.
A suitable value for the non-zero rest moment M shall be determined from a load-deflection curve
rest
type.
(a) by subtracting the elastic component of deflection and choosing M as the moment on the
rest
drooping part of the curve corresponding to a “plastic hinge” rotation of 3°.
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a) gradual failure with long drooping portion b) sudden failure with rapid loss of load
Key
F load
w deflection
Figure 2 — Load deflection curves
An assessment of the residual bending resistance may be made by considering the reduction in the
ultimate support moment at a “plastic hinge” rotation of 3°. If this reduction is greater than 40 % of the
maximum moment attained, this may be regarded as a “sudden failure” and the rest moment should be
considered to be zero.
Using a design concept for the ULS taking into account a non-zero rest moment the effects from the
temperature load cases due to a remaining stiffness upon the internal supports shall be taken into
account.
4.5.3 End support reaction capacity
4.5.3.1 General
The reaction capacity at the end of a panel where the contact face is either plain or lightly profiled shall
be determined either by cal
...
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