prEN 19100-2

SLOVENSKI STANDARD
01-november-2024
Evrokod 10 - Projektiranje steklenih konstrukcij - 2. del: Stekleni elementi pod
vplivom obtežb izven ravnine elementov
Eurocode 10 - Design of glass structures - Part 2: Out-of-plane loaded glass components
Eurocode 10 - Bemessung und Konstruktion von Bauteilen aus Glas - Teil 2:
Querbelastete Elemente
Eurocode 10 - Calcul des structures en verre - Partie 2 : Composants en verre chargés
perpendiculairement
Ta slovenski standard je istoveten z: prEN 19100-2
ICS:
81.040.20 Steklo v gradbeništvu Glass in building
91.080.99 Druge konstrukcije Other structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

DRAFT
EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM
September 2024
ICS 81.040.20; 91.080.99 Will supersede CEN/TS 19100-2:2021
English Version
Eurocode 10 - Design of glass structures - Part 2: Out-of-
plane loaded glass components
Eurocode 10 - Calcul des structures en verre - Partie 2 : Eurocode 10 - Bemessung und Konstruktion von
Composants en verre chargés perpendiculairement Bauteilen aus Glas - Teil 2: Querbelastete Elemente
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
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, Türkiye 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
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 19100-2:2024 E
worldwide for CEN national Members.

Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 7
1.1 Scope of prEN 19100-2 . 7
1.2 Assumptions . 7
2 Normative references . 7
3 Terms, definitions and symbols . 7
3.1 Terms and definitions . 7
3.2 Symbols and abbreviations . 9
4 Basis of design . 12
4.1 Requirements . 12
4.2 Fracture limit state (FLS) verification . 12
4.2.1 General. 12
4.2.2 Verification of the fracture limit state by testing . 13
4.2.3 Verification of the fracture limit state by theoretical assessment . 13
4.3 Post fracture limit state (PFLS) verification . 13
4.3.1 General. 13
4.3.2 Verification of the post fracture limit state by testing . 14
4.3.3 Verification of the post fracture limit state by theoretical assessment . 14
5 Materials . 15
6 Durability . 15
7 Structural analysis . 15
8 Ultimate limit states . 15
9 Serviceability limit states . 15
10 Joints, connections and supports . 18
10.1 General. 18
10.2 Continuously edge supported glass components . 18
10.3 Point supported glass components . 19
10.3.1 General. 19
10.3.2 Point supported glass components with fittings in holes . 19
10.3.3 Point supported glass components with clamps at edges or at the corners . 21
10.4 Cantilever systems . 21
Annex A (informative) Determination of the effective thickness according the enhanced effective
thickness approach (EET) . 22
A.1 Use of this annex . 22
A.2 Scope and field of application . 22
A.3 General. 22
A.4 Laminated pane cross section . 22
A.5 Coupling parameter . 23
A.6 Effective thickness for stress at interface glass ply – interlayer . 39
A.7 Liaison between this Annex and EN 16612:2019, Annex D . 46
Annex B (informative) Verification of the natural frequency of the glass component subjected to
wind gusts . 47
B.1 Use of this annex . 47
B.2 Scope and field of application . 47
B.3 General . 47
B.4 Natural frequency of a single pane . 47
B.5 Natural frequency of an insulating glass . 48
B.6 Ω and Ω for monolithic and insulating glass . 49
i j
B.7 Recommended limit criteria. 49
Annex C (informative) Insulating glass units — Calculation of the resulting pressure . 50
C.1 Use of this annex . 50
C.2 Scope and field of application . 50
C.3 BAM approach – General method . 50
C.4 BAM approach for the calculation of DGUs. 50
C.5 BAM approach for the calculation of TGUs . 53
C.6 Non-dimensional coefficients for rectangular DGUs and TGUs . 57
C.7 Non-dimensional coefficients for equilateral triangular DGUs and TGUs . 59
C.8 Non-dimensional coefficients for isosceles right triangular DGUs and TGUs . 61
C.9 Non-dimensional coefficients for other DGU and TGU shapes . 63
Annex D (informative) Cold bent glass . 64
D.1 Use of this annex . 64
D.2 Scope and field of application . 64
D.3 Materials . 64
D.4 Design procedure for permanently cold bent glass . 65
D.5 Design procedure of substructures of cold bent glass . 67
D.6 Recommendations on the modelling of cold bent glass components . 67
Bibliography . 69

European foreword
This document (prEN 19100-2:2024) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all
Structural Eurocodes and has been assigned responsibility for structural and geotechnical design matters
by CEN.
This document is currently submitted to the CEN Enquiry.
This document will supersede CEN/TS 19100-2:2021.
In comparison with the previous edition, the following changes have been made:
— modified title and scope;
— updated references;
— extended Annex A to include addition of coefficients for different loading and boundary conditions
and inclusion of examples of stress distribution;
— added a new informative Annex C providing guidance for the determination of the resulting cavity
pressure for insulating glass units;
— added a new informative Annex D providing guidance to the design of permanently cold bent glass
components.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
0 Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
— EN 1990 Eurocode — Basis of structural and geotechnical design
— EN 1991 Eurocode 1 — Actions on structures
— EN 1992 Eurocode 2 — Design of concrete structures
— EN 1993 Eurocode 3 — Design of steel structures
— EN 1994 Eurocode 4 — Design of composite steel and concrete structures
— EN 1995 Eurocode 5 — Design of timber structures
— EN 1996 Eurocode 6 — Design of masonry structures
— EN 1997 Eurocode 7 — Geotechnical design
— EN 1998 Eurocode 8 — Design of structures for earthquake resistance
— EN 1999 Eurocode 9 — Design of aluminium structures
— EN 19100 Eurocode 10 — Design of glass structures
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, software developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not specified,
can be agreed on a project-specific basis between relevant parties such as designers and clients. The Eurocodes
identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to EN 19100 (all parts)
EN 19100 (all parts) applies to the structural design of mechanically supported glass components and
assemblies of glass components. It complies with the principles and requirements for the safety and
serviceability of structures, the basis of their design and verification that are given in EN 1990, Basis of
structural and geotechnical design.
EN 19100 is subdivided into three parts:
— EN 19100-1, Eurocode 10 — Design of glass structures — Part 1: General rules
— EN 19100-2, Eurocode 10 — Design of glass structures — Part 2: Out-of-plane loaded glass components
— EN 19100-3, Eurocode 10 — Design of glass structures — Part 3: In-plane loaded glass components
0.3 Introduction to EN 19100-2
EN 19100-2 applies to the structural design of out-of-plane loaded glass components in conjunction with
EN 19100-1.
0.4 Verbal forms used in the Eurocodes
The verb “shall" expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may" expresses a course of action permissible within the limits of the Eurocodes.
The verb “can" expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National Annex for EN 19100-2
National choice is allowed in this document where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 19100-2 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this document is to be used.
When no national choice is made and no default is given in this document, the choice can be specified by
a relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 19100-2 through notes to the following clauses:
4.1(1) 4.2.1(2) 4.2.1(3) 4.2.2(1)
4.2.3(1) – 2 choices 4.3.1(2) 4.3.1(3) 4.3.2(6) – 2 choices
4.3.2(7) 4.3.3(2) 9(3) 9(5)
10.3.2(12) 10.3.3(3) 10.4(2)
National choice is allowed in EN 19100-2 on the application of the following informative annexes:
Annex A Annex B Annex C Annex D
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provisions of the Eurocodes.
1 Scope
1.1 Scope of prEN 19100-2
(1) prEN 19100-2 gives basic structural design rules for glass components and assemblies primarily
subjected to out-of-plane loading.
NOTE Out-of-plane loads are loads acting normal to (e. g. wind) or having a component (e. g. dead load, snow)
acting normal to the glass plane.
1.2 Assumptions
(1) The assumptions given in EN 1990 apply.
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.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including
those referenced as recommendations (i.e. through ‘should’ clauses) and permissions (i.e. through ‘may’ clauses).
EN 1990, Eurocode — Basis of structural and geotechnical design
EN 13830:2015+A1:2020, Curtain walling — Product standard
prEN 19100-1:2024, Eurocode 10 — Design of glass structures — Part 1: General rules
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in prEN 19100-1 and the following
apply.
ISO and IEC maintain terminology databases for use in standardization at the following addresses:
— ISO Online browsing platform: available at https://www.iso.org/obp/
— IEC Electropedia: available at https://www.electropedia.org/
3.1.1
chord shortening
difference of the length of the chord of the deflected glass component compared to the original length of
the glass component
3.1.2
clamp
device supporting an edge zone of a glass pane on both sides with or without compression
Note 1 to entry: The term clamp comprises also toggles and patch fittings.
3.1.3
point fixing
local device able to receive and transfer forces imposed by the glass
3.1.4
point fixing system
set of components to achieve a point fixing
Note 1 to entry: Some components of the point fixing system can be integrated in the glazing.
3.1.5
cantilever system
set of components used to fasten a glass along one edge only
3.1.6
undercut hole
blind hole with recess in one glass ply
3.1.7
cold bent glass
glass components that are elastically bent at ambient temperature to permanently achieve a desired
shape
Figure 3.1 — Example of double-curved geometry

Figure 3.2 — Example of single-curved geometry
3.1.8
restraint forces
elastic forces that arise from the bending of the glass component
3.1.9
substructure
structure permanently supporting the glass component (clamps, point fixing, line bearing), ensuring the
desired shape via their mechanical constraints (point- and/or linear supported), that needs to withstand
the restraint forces of the cold bent glass component
3.1.10
intrinsic stresses
stresses inside the glass component, the glass pane or in the glass component’s parts resulting from the
cold bending
Note to entry: Not to be confused with the cavity pressure in IGUs, originating from changes in air pressure.
3.1.11
extrinsic stresses
stresses inside the glass component, the glass pane or in the glass component’s parts resulting from loads
and deflections other than the cold bending
3.1.12
cold bending load case
instant of bringing the glass in the desired shape, via an elastic bending process and mechanical
constraints onto the substructure
Note to entry: This can either be done on-site or in a workshop.
3.1.13
edge seal
combination of sealants and spacers of various materials, confining the cavity of an IGU along its edges
and keeping the distance between the single panes
3.1.14
hot bending
curving glass by heating it to the softening temperature, then bending it to shape by its own weight or
external force
3.1.15
lamination bending
curving glass by cold bending followed by a lamination process, intended to keep the desired curvature
3.2 Symbols and abbreviations
3.2.1 Latin upper-case letters
A Area of the IGU panel [mm ]
A Area of the cross-section of the i-th ply [mm ]
i
D Effective flexural stiffness [Nmm]
ef
D Flexural stiffness of the i−th glass plate [Nmm]
i
D Flexural stiffness at the layered limit [Nmm]
abs
D Flexural stiffness at the monolithic limit [Nmm]
full
E Modulus of elasticity of glass [MPa]
External concentrated load [N]
F
G Shear modulus of the interlayer [MPa]
int
External line load per unit length [N/mm]

H
L Variable used for any kind of distance [mm]
M Bending moment [Nm]
N Number of glass panes composing the IGU
T Reference absolute temperature in the cavities at the time of sealing [K]
U (Numerically evaluated) Strain energy of the deflected plate
V Reference volume of the gas in the interpane cavity at the time of sealing [mm ]
0j
3.2.2 Latin lower-case letters
a Small size glazing length [mm]
b Major size glazing length [mm]
c Dummy value
i
d Distance (with sign) of the mid-plane of the glass ply i from the mid-plane of the laminated
i
glass [mm]
Thickness of glass in case of monolithic glass or deflection-effective thickness h in
ef,w
h
the case of laminated glass [mm]
h Equivalent thickness of the IGU [mm]
IG
h Effective thickness of a laminated glass for calculating out-of-plane bending deflection
ef,w
[mm]
h Effective thickness of a laminated glass for calculating out-of-plane bending stress of ply i
ef,σ,i
[mm]
h Nominal thickness of pane i of an insulating glass unit or ply i of a laminated glass [mm]
i
h Interlayer thickness [mm]
int
h Effective thicknesses for calculating the maximum stresses at the interface in the i-th ply
int,i,σ
[mm]
l Length of the line distributed load [mm]
H
n Plies number
n Natural frequency
i
n Natural frequency of the first mode of vibration
p Resulting pressure on glass ply i [MPa]
res,i
p Reference pressure of the gas in the interpane cavities at the time of sealing [MPa]
External uniformly distributed load [MPa]
p
q Arbitrary uniform pressure [MPa]
s Minimum nominal mechanical edge cover or edge support depth (see EN 12488) [mm]
s Cavity width [mm]
i
Remaining time to occurrence of total failure of the glass component
tp
w (x,y) Out-of-plane displacement of a single panel, with the same shape of the IGU at hands,
simply supported at its edges and subjected to an arbitrary uniform pressure q [mm]
Mean value, of w (x, y) on the pane area, where the uniformly distributed load is applied
w
A
Mean value of w (x, y) on the line, where the line-distributed load is applied
w
L
Value of w (x, y) at the point where the concentrated load is applied
w
P
3.2.3 Greek upper-case letters
Δp Pressure variation of the gas in the j-th cavity, due to external loads and/or permanent and
j
variable cavity loading [MPa]
Barometric pressure variation with respect to p (considered positive if the actual pressure
∆p
is higher than p ) [MPa]
Temperature variation of the gas in the j-th cavity, with respect to T (considered positive
∆T
j
if the actual temperature is higher than T ) [K]
Ω Number of vibration loops according the small glazing size length
i
Ωj Number of vibration loops according the big glazing size length
3.2.4 Greek lower-case letters
η Shear coupling parameter coefficient
η Shear coupling parameter for beam
b
η Shear coupling parameter for plate
p
−+
Non-dimensional coefficients (j = 1, ., N-1)
µµ,
jj
ρ Density [kg/m ]
ρ Equivalent density of insulating glass [kg/m ]
IG
ρ Interlayer density [kg/m ]
int
ρ Equivalent density of laminated glass [kg/m ]
LG
σ Stress of the ply i [MPa]
i
σ Stress at the interface of the interlayer i and the ply i [MPa]
int,i
ν Poisson’s ratio of glass
φ (x,y) Non-dimensional shape function for the deflection of a simply-supported plate, with area A
and flexural stiffness D, under arbitrary uniform pressure q
Value of the non-dimensional shape function over the plate area
φ
A
φ Value of the non-dimensional shape function on the line where the line-distributed load is
L
applied
φ Value of the non-dimensional shape function at the point where the concentrated load is
P
applied
Ψ Coefficient accounting for different loading and boundary conditions
Ψ Boundary coefficient for beam, see Table A.2
b
Ψ Boundary coefficient for plate, see Table A.1
p
ω Shear transfer coefficient (see EN 16612)
4 Basis of design
4.1 Requirements
(1) For an out-of-plane loaded glass component, the limit state scenario (LSS) should be chosen according
to prEN 19100-1:2024, 4.2.4.
NOTE For a glass component, the LSS can be set by the National Annex, see prEN 19100-1:2024, 4.2.4.
(2) Special attention shall be paid to the robustness of the structure, see prEN 19100-1 and EN 1990.
(3) In case of fracture of a ply or of a component, the consequences for the safety and integrity of adjoining
structure, components and people shall be analysed and verified.
NOTE Countries are encouraged to establish tables with typical glass component assemblies depending on
application and supports.
(4) When ensuring sufficient robustness, depending on the function, importance and installation position
(e.g. height over ground or floor resp., vertical or non-vertical), care shall be taken on the following
aspects:
— risk of injury in case of glass failure, see e.g. CEN/TS 19100-4;
— risk of damage of other components in case of glass failure;
— careful choice of glass type and interlayer, which in combination or independently provide the
necessary robustness of the glass component during the lifetime and after breakage;
— providing adequate cross-sectional redundancy by sufficient number of plies of the glass component;
— protection measures;
— realistic design, calculation and detailing.
(5) In case of laminated glass, the shear interaction provisions as given in prEN 19100-1:2024, 7.2.2
should be used.
NOTE Guidance can be taken from Annex A or from EN 16612.
4.2 Fracture limit state (FLS) verification
4.2.1 General
(1) In the FLS, sufficient safety during impact shall be verified (failsafe verification), see
prEN 19100-1:2024, 4.2.3(2).
(2) In the FLS, an appropriate load combination should be used for the static loading that arises during
the event of impact.
NOTE The load combination in the FLS is the accidental load combination according to EN 1990 unless the
National Annex gives a different load combination.
(3) In the FLS, the supported glass component may be verified by experimental testing (4.2.2) or,
alternatively, by a theoretical assessment (4.2.3) provided equivalence is given.
NOTE 1 Verification can include reference to previously executed tests or calculations.
NOTE 2 The National Annex can specify type of impactor, energy, ambient temperature and acceptance criteria.
4.2.2 Verification of the fracture limit state by testing
(1) If the FLS is verified by experimental testing, this may be performed either on the original (as built)
structure in situ or on an appropriate test specimen. Further provisions may be as specified by the
relevant authority or, where not specified, agreed for a specific project by the relevant parties.
NOTE Provisions on experimental testing can be given in the National Annex.
(2) If testing is not performed by using the original component on the original structure in situ, it shall be
ensured that the used equivalent test specimen including all relevant details correspond to the original
structure including supports, load introduction, etc.
(3) The tests shall be planned and evaluated such that clear conclusions with regard to safety and
reliability can be drawn. Attention should be paid to the required number of tests.
NOTE 1 The lower the number of tests the higher the margin between mean value of the test results and the
design resistance.
NOTE 2 Currently EN 1990 does not give complete guidance on glass specific testing.
(4) After experimental testing on original built structure in situ, it should be checked whether the
structure still complies with its original resistance.
(5) The test results shall be evaluated by a transparent and reproducible procedure assessing safety and
reliability according to the requirements of EN 1990.
4.2.3 Verification of the fracture limit state by theoretical assessment
(1) If the FLS is verified by a theoretical assessment all static and dynamic effects originating from impact
and/or damage/fracture of parts of the glass component or of the whole shall reasonably be taken into
account for the short time of impact.
NOTE 1 Generally, a theoretical assessment in the FLS is performed by a transient numerical simulation.
NOTE 2 A method for the numerical verification of impact effects can be given in the National Annex.
NOTE 3 Further provisions for the theoretical assessment in the FLS can be given in the National Annex.
(2) The applicability of the theoretical model shall be validated.
NOTE Normally, the applicability of a theoretical model is validated by experimental benchmark tests.
4.3 Post fracture limit state (PFLS) verification
4.3.1 General
(1) In the PFLS sufficient safety after fracture for a limited period of time shall be verified (verification of
residual resistance of the glass component or verification of an alternative load path). The fracture may
be of one or several glass plies or of the component.
NOTE The resistance of the glass component in the post fracture limit state (PFLS) is influenced by the type of
glass (e.g. breakage pattern, type of interlayer, number of plies), the size of the glass component and its support.
(2) In the PFLS, an appropriate load combination should be used.
NOTE The load combination in the PFLS is the accidental load combination according to EN 1990 and
prEN 19100-1 unless the National Annex gives a different load combination.
(3) Aspects that should be considered for the determination of the time period can originate from the
following: time to secure the environment, temporary support, time to replace, time to remove the load
etc. The time limited characteristic variable actions may be reduced according to EN 1991-1-6.
NOTE Post fracture time periods in the PFLS can be set by the National Annex.
(4) In the PFLS the glass component can be verified by experimental testing (4.3.2) or alternatively by a
theoretical assessment (4.3.3), provided equivalence is given.
NOTE 1 Due to the viscoelastic properties of the interlayers and the complex mechanical behaviour of the broken
glass laminate, the verification can sometimes only be done by testing of the original glass component including its
supports.
NOTE 2 Verification can include reference to previously executed tests or calculations.
4.3.2 Verification of the post fracture limit state by testing
(1) If the PFLS is verified by experimental testing, this may be performed either on the original (as built)
structure in situ or on appropriate test specimen or on an appropriate equivalent laboratory specimen.
(2) Additional requirements for 4.3.2(1) may be as specified by the relevant authority or, where not
specified, agreed for a specific project by the relevant parties.
(3) If the PFLS is verified by experimental testing on the original (as built) structure in situ, after
experimental testing the intact initial state should be restored.
(4) If testing is not performed by using the original component on the original structure in situ, it shall be
ensured that the used equivalent test specimen or equivalent laboratory specimen including all relevant
details correspond to the original structure including supports, load introduction, etc.
(5) Experimental tests should be planned and evaluated such that clear conclusions with regard to safety
and reliability can be drawn. Special attention should be paid to the required number of tests.
NOTE The lower the number of tests the higher the margin between mean value of the test results and the
design resistance.
(6) To determine the residual load bearing capacity time the glass component should be loaded by an
appropriate load pattern with an appropriate magnitude.
NOTE 1 If the load pattern is a distributed load p, the value of p is 0,5 kPa unless the National Annex gives
different values.
NOTE 2 The National Annex can specify requirements on breakage of further glass plies.
(7) The remaining time t to occurrence of total failure of the glass component shall meet the
p
requirements, see 4.3.1.
NOTE 1 The value of t can be set in the National Annex.
p
NOTE 2 Apart from the breakage of the glass cross-section, total failure can also occur due to different failure
mechanisms, e.g. disengaging from supports, tearing of the interlayer, excessive deformation.
(8) After experimental testing on original built structure in situ, it should be checked whether the
structure still complies with its original resistance.
4.3.3 Verification of the post fracture limit state by theoretical assessment
(1) Alternatively to 4.3.2, a theoretical assessment of the PFLS may be performed. Here all relevant
actions, time and ambient effects after the fracture event for the specified residual time period shall be
taken into account.
(2) Generally, in case of accessibility, the glass ply directly in contact with actions should be assumed as
fractured (e.g. the upper ply of a glass roof or a glass floor).
NOTE 1 The number of glass plies to be assumed fractured depends on their probability of fracture during the
lifetime of the glass component.
NOTE 2 The mechanical behaviour, including the residual resistance, of the glass component in the post fracture
limit state (PFLS) is influenced by the type of glass component (e.g. mode of breakage, type of interlayer, number of
plies), the size of the glass component and its supporting system.
NOTE 3 Further provisions for the theoretical assessment in the PFLS can be given in the National Annex.
5 Materials
(1) For the material properties, prEN 19100-1:2024, Clause 5 shall be applied.
6 Durability
(1) The rules for durability in EN 1990 and prEN 19100-1:2024, Clause 6 shall be applied.
7 Structural analysis
(1) The rules for structural analysis in prEN 19100-1:2024, Clause 7 shall be applied.
(2) For calculation of laminated glass, the rules given in prEN 19100-1:2024, 7.2.2 shall be followed.
NOTE For Level 2 calculation according to 7.2.2 of prEN 19100-1:2024, the Annex A of this document gives
information on an analytical determination of the effective thicknesses for deformation and stresses of laminated
glass. Other approaches, if appropriate, can be used.
(3) When applicable, EN 16612 gives further information on calculation methods to determine stresses
and deflections for glass components under uniformly distributed loads.
(4) For calculation of the resulting cavity pressure and the load distribution on the respective panes of
IGUs the method as given in Annex C of this document, or as given in EN 16612, may be used.
NOTE The method as given in EN 16612 is limited to uniformly distributed loads only.
(5) Load combinations for calculating IGUs should be chosen according to prEN 19100-1.
8 Ultimate limit states
(1) For ultimate limit states, the rules in prEN 19100-1 shall be applied.
9 Serviceability limit states
(1) For serviceability limit states, the rules in prEN 19100-1 shall be applied.
(2) For deformation class 1-SLS (see prEN 19100-1:2024, Table 9.1) deflection limits are not subject of
this document.
(3) For deformation class 2-SLS (see prEN 19100-1:2024, Table 9.1) this document gives typical
deflection limits depending on application and boundary conditions. Due to the technical circumstances
like sealant or edge design the limits may alter. Differences may also arise from different habits of the
individual countries.
NOTE Typical values for deflections limits for deformation class 2-SLS to be used together with the
characteristic load combination are given in Table 9.1 (NDP) unless the National Annex gives other values or other
deflection limitation approaches.
(4) If deflection is not critical, larger design values may be considered.
Table 9.1 (NDP) — Typical deflection limits for glass components of deformation class 2-SLS
Support Deflection limit of the Deflection limit at Deflection limit at

condition support of the edges a free edge centre
Continuously according to
a
supported along EN 13830:2015+A1:2020,  L/50
all edges 5.7
Continuously according to
c
supported along EN 13830:2015+A1:2020, L/100
Glass
2 or 3 edges 5.7
component
Non-continuously
b c a
supported along 2 L/150 L/100 L/50
or 3 edges
c, d a, d
Point-fixed  L/100 L/50
Continuously
a
Floor supported along   L/200
all edges
Continuously
Floor or
c
supported along   L/200
stair tread
2 edges
Deflection should
not open a gap
wider than 50 mm
Cantilevered from
Balustrade  between two
the lower edge
adjacent elements
at 1 m above
finished floor level
Continuously according to
a
supported along EN 13830:2015+A1:2020,  L/50
all edges 5.7
IGU Continuously according to
c
supported along EN 13830:2015+A1:2020, L/150
2 or 3 edges 5.7
c
Point-fixed  L/150
a
L is the length of the short edge.
b
L is the distance between two point-fixings.
c
L is the length of the unsupported edge.
d
Either the deflection limit of l/100 at the edge or l/50 in the centre should be applied, not together. The
decision whether to apply one or the other limit depends on the individual case.
NOTE In some cases, assessment of critical frequencies is more appropriate, see Annex B of this document.
(5) For deformation class 3–ULS, the actual retained depth of the deformed glass pane inside the edge
cover shall be verified accounting for the glass chord shortening due to its deflection and to the
tolerances.
NOTE 1 Recommended minimum nominal mechanical edge cover is given in Table 9.2 (NDP) unless the National
Annex gives other values.
Table 9.2 (NDP) — Recommended minimum nominal mechanical edge cover s for glass
a
components of deformation class 3–ULS
Minimum nominal
mechanical edge cover or
Application Further specification
b
edge support depth
s [mm]
Vertical 12
Single glass
component
Non-vertical 12
Floor  30
4 edges continuously
supported
Balustrades
1 edge continuously
supported (clamped)
Vertical 12
IGU
c
Non-vertical 12
a
This table is not exhaustive.
b
See Figure 9.1.
c
Accessible for maintenance only; otherwise see floors.
NOTE 2 The limit for the edge cover can depend on the application and on the expected service life of the glass
component and sealants.
NOTE 3 There can be situations where the values given in Table 9.2 are not sufficient. These cases can require
further analysis resulting in values, fulfilling ULS requirements considering tolerances.

Key
s mechanical edge cover
Figure 9.1 — Nominal mechanical edge covers
10 Joints, connections and supports
10.1 General
(1) The following methods for supporting glass components are considered in this clause:
— continuously supported glazing along their edges;
— point supported glazing;
— glazing restrained at one edge (cantilevered glass component).
(2) All bolted joints, supports and connections shall be secured against unintended loosening or
detachment. This may involve consideration of accidental breakage of glass components.
(3) The risks induced by the falling of glass fragments in case of accidental breakage shall be considered.
NOTE This includes the risk of people injuries but also the stability of the possible adjacent glazing and of the
structure.
(4) The fastenings shall allow the glass unit to move and rotate freely so that the thermal
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