SIST-TS CEN/TS 19100-2:2022

Design of glass structures - Part 2: Design of out-of-plane loaded glass components

1.1   Scope of FprCEN/TS 19100 2
(1) FprCEN/TS 19100 2 gives basic structural design rules for mechanically supported glass components primarily subjected to out of plane loading. Out of plane loaded glass components are made of flat or curved glass components.
NOTE   Out of plane loads are loads acting normal (e.g wind) to or having a component (e.g dead load, snow, ...) acting normal to the glass plane.
1.2   Assumptions
(1) The assumptions of EN 1990 apply to FprCEN/TS 19100-2.
(2) This document is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 and EN 12488.

Bemessung und Konstruktion von Tragwerken aus Glas - Teil 2: Querbelastete Bauteile

1.1   Anwendungsbereich von CEN/TS 19100 2
(1) CEN/TS 19100 2 enthält Bemessungsregeln für mechanisch gelagerte, hauptsächlich querbelastete Glaskomponenten. Querbelastete Glaskomponenten werden aus ebenen oder gekrümmten Glaskomponenten hergestellt.
ANMERKUNG   Querlasten sind Lasten (z. B. Wind) mit senkrechter Einwirkung oder mit einer Komponente (z. B. Eigengewicht, Schnee, …) mit senkrechter Einwirkung auf die Glasscheibenebene.
1.2   Annahmen
(1) Die Annahmen nach EN 1990 gelten für CEN/TS 19100 2.
(2) Dieses Dokument ist für die Anwendung in Zusammenhang mit EN 1990, EN 1991 (alle Teile), EN 1993 1 1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 und EN 12488 vorgesehen.

Conception et calcul des structures en verre - Partie 2 : Calcul des composants en verre chargés perpendiculairement

1.1   Domaine d’application de la CEN/TS 19100 2
(1) La CEN/TS 19100 2 énonce les règles de calcul de base des structures dotées de composants en verre maintenus mécaniquement, principalement soumis à une charge perpendiculaire à leur plan. Les composants en verre chargés hors plan sont constitués de composants en verre plat ou bombé.
NOTE   Les charges perpendiculaires sont des charges agissant suivant une direction normale (par exemple, le vent) sur le vitrage ou ayant un composant (par exemple, le poids propre, la neige...) agissant suivant une direction normaleau vitrage.
1.2   Hypothèses
(1) Les hypothèses énoncées dans l’EN 1990 s’appliquent à la CEN/TS 19100-2.
(2) Le présent document est destiné à être utilisé conjointement avec l’EN 1990, l’EN 1991 (toutes les parties), l’EN 1993-1-1, l’EN 1995 1 1, l’EN 1998 1, l’EN 1999 1 1 et l’EN 12488.

Projektiranje steklenih konstrukcij - 2. del: Projektiranje steklenih elementov pod vplivom obtežb izven ravnine elementov

1.1   Področje uporabe FprCEN/TS 19100 2
(1) FprCEN/TS 19100 2 podaja osnovna pravila strukturnega projektiranja za mehansko podprte steklene elemente, ki so izpostavljeni predvsem obtežbam izven ravnine elementov. Stekleni elementi pod vplivom obtežb izven ravnine elementov so izdelani iz ravnih ali ukrivljenih steklenih elementov.
OPOMBA:   Obtežbe izven ravnine so obtežbe, ki delujejo normalno (npr. veter) na stekleno ravnino ali imajo element (npr. mrtva obtežba, sneg ...), ki deluje normalno na ravnino stekla.
1.2   Predpostavke
(1) Predpostavke standarda EN 1990 veljajo tudi za FprCEN/TS 19100-2.
(2) Ta dokument je namenjen za uporabo skupaj s standardi EN 1990, EN 1991 (vsi deli), EN 1993-1-1, EN 1995 1 1, EN 1998 1, EN 1999 1 1 in EN 12488.

General Information

• Status: Published
• Public Enquiry End Date: 19-Jun-2021
• Publication Date: 12-Jan-2022
• ICS: 81.040.20 - Glass in building
• ICS: 91.080.99 - Other structures
• Technical Committee: KON - Structures
• Current Stage: 6060 - National Implementation/Publication (Adopted Project)
• Start Date: 28-Dec-2021
• Due Date: 04-Mar-2022
• Completion Date: 13-Jan-2022
• Directive: 305/2011 - Regulation (eu) No 305/2011 of the European Parliament and of the Council of 9 march 2011 laying down harmonised conditions for the marketing of construction products and repealing council directive 89/106/eec
• Mandate: M/515 - Mandate for amending existing Eurocodes and extending the scope of structural Eurocodes
• Ref Project: CEN/TS 19100-2:2021 - Design of glass structures - Part 2: Design of out-of-plane loaded glass components

Relations

• Revised: oSIST prEN 19100-2:2024 - Eurocode 10 - Design of glass structures - Part 2: Out-of-plane loaded glass components
• Effective Date: 08-Jun-2022

Overview

CEN/TS 19100-2:2021 - Design of glass structures, Part 2 - provides basic structural design rules for mechanically supported glass components primarily subjected to out-of-plane loading. It applies to flat and curved glass elements where loads act normal to (or have a component normal to) the glass plane - for example wind, snow or gravity components. The Technical Specification is intended to be used alongside the Eurocode framework (notably EN 1990 and EN 1991) and other material/design Eurocodes.

Key topics and technical requirements

• Scope and assumptions: Applies to mechanically supported glass components; assumptions of EN 1990 apply and the document is to be used in conjunction with EN 1990, EN 1991 (all parts) and selected EN design standards (EN 1993–1999 series and EN 12488).
• Limit states: Procedures for verifying the Fracture Limit State (FLS) and Post-Fracture Limit State (PFLS) are included. The FLS may be verified by experimental testing or by theoretical assessment when equivalence is demonstrated.
• Robustness and safety: Emphasis on robustness, choice of glass type and interlayer, cross-sectional redundancy (number of plies), and assessment of consequences of ply/component fracture for people and adjoining structures.
• Laminated glass interaction: Guidance on shear interaction for laminated glass referencing CEN/TS 19100-1 and EN 16612; Annex A gives an enhanced effective thickness (EET) approach.
• Structural analysis & serviceability: Requirements for analysis, ultimate and serviceability limit states, vibration verification (Annex B covers natural frequency checks), deflection and stress-effective thickness concepts.
• Joints, connections and supports: Design considerations for continuously edge supported, point supported, and cantilevered glass systems, including definitions (e.g., clamp, point fixing).
• Testing and national choices: Testing protocols, planning and evaluation guidance; National Annexes can set national parameters (impactor, energy, acceptance criteria).

Practical applications

• Design and verification of glazed façades, canopies, balustrades, rooflights, curved glazing and other architectural glass elements subject to out-of-plane loads.
• Use when selecting glass type (monolithic, laminated), specifying interlayers, detailing point fixings, clamps or edge supports, and when verifying post-breakage behaviour.
• Useful for ensuring compliance with safety and serviceability requirements in building envelopes and structural glazing work.

Who should use this standard

• Structural engineers and façade designers
• Glass manufacturers, fabricators and installers
• Curtain wall and glazing system manufacturers
• Building authorities, certifiers and testing laboratories
• Software developers producing structural analysis tools for glazing

Related standards

• CEN/TS 19100-1:2021 (Basis of design and materials)
• EN 1990 (Basis of structural design), EN 1991 (Actions on structures)
• EN 16612 (laminated glass shear interaction) and relevant EN design parts (EN 1993–1999)
• Annexes A (EET) and B (natural frequency) provide informative calculation methods for effective thickness and vibration checks.

Standards Content (Sample)

SLOVENSKI STANDARD
01-februar-2022
Projektiranje steklenih konstrukcij - 2. del: Projektiranje steklenih elementov pod
vplivom obtežb izven ravnine elementov
Design of glass structures - Part 2: Design of out-of-plane loaded glass components
Bemessung und Konstruktion von Tragwerken aus Glas - Teil 2: Querbelastete Bauteile
Conception et calcul des structures en verre - Partie 2 : Calcul des composants en verre
chargés perpendiculairement
Ta slovenski standard je istoveten z: CEN/TS 19100-2:2021
ICS:
91.080.99 Druge konstrukcije Other structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

CEN/TS 19100-2
TECHNICAL SPECIFICATION
SPÉCIFICATION TECHNIQUE
November 2021
TECHNISCHE SPEZIFIKATION
ICS 91.080.99
English Version
Design of glass structures - Part 2: Design of out-of-plane
loaded glass components
Conception et calcul des structures en verre - Partie 2 : Bemessung und Konstruktion von Tragwerken aus
Calcul des composants en verre chargés Glas - Teil 2: Querbelastete Bauteile
perpendiculairement
This Technical Specification (CEN/TS) was approved by CEN on 25 July 2021 for provisional application.

The period of validity of this CEN/TS 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 CEN/TS can be converted into a European Standard.

CEN members are required to announce the existence of this CEN/TS in the same way as for an EN and to make the CEN/TS
available promptly at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in
parallel to the CEN/TS) until the final decision about the possible conversion of the CEN/TS into an EN is reached.

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.
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. CEN/TS 19100-2:2021 E
worldwide for CEN national Members.

Contents Page
European foreword . 3
0 Introduction . 4
1 Scope . 6
1.1 Scope of CEN/TS 19100-2 6
1.2 Assumptions 6
2 Normative references . 6
3 Terms, definitions and symbols . 6
3.1 Terms and definitions 6
3.2 Symbols and abbreviations 7
4 Basis of design . 8
4.1 Requirements 8
4.2 Fracture Limit State (FLS) verification 8
4.3 Post Fracture Limit State (PFLS) verification 9
5 Materials . 11
6 Durability . 11
7 Structural analysis . 11
8 Ultimate Limit States . 11
9 Serviceability Limit States . 11
10 Joints, connections and supports . 14
10.1 General 14
10.2 Continuously edge supported glass components 14
10.3 Point supported glass components 14
10.4 Cantilevered systems 17
Annex A (informative) Determination of the effective thickness according the enhanced effective
thickness approach (EET) . 18
Annex B (informative) Verification of the natural frequency of the glass component . 32
Bibliography. 35

European foreword
This document (CEN/TS 19100-2:2021) 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.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN shall not be held responsible for identifying any or all such patent rights.
This document has been prepared under Mandate M/515 issued to CEN by the European Commission and the
European Free Trade Association.
This document has 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
this document.
Any feedback and questions on this document should be directed to the users’ national standards body. A
complete listing of these bodies can be found on the CEN website.
According to the CEN-CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to announce this Technical Specification: 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 the United Kingdom.
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
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 CEN/TS 19100 (all parts)
CEN/TS 19100 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 design.
CEN/TS 19100 is subdivided into three parts:
— Part 1: Basis of design and materials
— Part 2: Design of out-of-plane loaded glass components
— Part 3: Design of in-plane loaded glass components and their mechanical joints
0.3 Introduction to CEN/TS 19100-2
CEN/TS 19100-2 applies to the structural design of out-of-plane loaded glass components in conjunction with
CEN/TS 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 CEN/TS 19100-2
This document gives values within notes indicating where national choices can be made. Therefore, a national
document implementing CEN/TS 19100-2 can have a National Annex containing all Nationally Determined
Parameters to be used for the assessment of buildings and civil engineering works in the relevant country.
When not given in the National Annex, the national choice will be the default choice specified in the relevant
Technical Specification.
The national choice can be specified by a relevant authority.
When no choice is given in the Technical Specification, in the National Annex, or by a relevant authority, the
national choice can be agreed for a specific project by appropriate parties.
National choice is allowed in CEN/TS 19100-2 through the following clauses:
4.1 (1) NOTE
4.2.1 (2) NOTE
4.2.1 (3) NOTE 2
4.2.2 (1) NOTE
4.2.3 (1) NOTE 2
4.2.3 (1) NOTE 3
4.3.1 (2) NOTE
4.3.1 (3) NOTE
4.3.2 (6) NOTE 1
4.3.2 (6) NOTE 2
4.3.2 (7) NOTE 1
4.3.3 (2) NOTE 3
Clause 9 (3) NOTE
Clause 9 (6) NOTE
10.3.2 (11) NOTE
10.3.3 (3) NOTE
10.4 (3) NOTE 2
National choice is allowed in CEN/TS 19100-2 on the application of the following informative annexes:
Annex A Determination of the effective thickness according the enhanced effective thickness approach (EET)
Annex B Verification of the natural frequency of the glass component
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 CEN/TS 19100-2
(1) CEN/TS 19100-2 gives basic structural design rules for mechanically supported glass components
primarily subjected to out-of-plane loading. Out-of-plane loaded glass components are made of flat or curved
glass components.
NOTE Out of plane loads are loads acting normal (e.g wind) to or having a component (e.g dead load, snow, .) acting
normal to the glass plane.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to CEN/TS 19100-2.
(2) This document is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1993-1-1,
EN 1995-1-1, EN 1998-1, EN 1999-1-1 and EN 12488.
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
CEN/TS 19100-1:2021, Design of glass structures - Part 1: Basis of design and materials
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in CEN/TS 19100-1:2021 and the
following apply.
ISO and IEC maintain terminological 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 bent glass component compared to the original length of the glass
component
3.1.2
clamp
support, connected to the glass pane with transmission of forces and moments
3.1.3
point fixing
fixing system where glass is locally supported by fixing points, generally through holes in the glass pane
3.1.4
point fixing system
system defined as both the glass and the fitting, taking into account the glass combination, the stiffness of the
fitting, its interface with the glass
3.1.5
cantilever system
system clamping a glass component continuously along one glass edge
3.1.6
undercut hole
blind hole with recess in one glass ply
3.2 Symbols and abbreviations
A area of the cross-section of the i-th ply
i
Dabs flexural stiffness at the layered limit
D flexural stiffness at the monolithic limit
full
J moment of inertia of the i-th glass ply
i
J equivalent moment of inertia of the laminated package, assuming an intermediate value between J
eq abs
and J
full
L variable used for any kind of distance
M bending moment
a short edge of the glass component
b large edge of the glass component
d distance of the centroid of the i-th plate from the centroid of the cross-section of the laminated
i
package
deflection-effective thickness

h
w
stress-effective thickness

h
σ
h equivalent thickness of the IGU
IG
h interlayer thickness
int
effective thicknesses for calculating the maximum stresses at the interface in the i-th ply

h
int,;iσ
n first mode of vibration
s minimum nominal mechanical edge cover or edge support depth
t remaining time to occurrence of total failure of the glass component
p
Ω number of vibration loops according the small glazing size length
i
Ω number of vibration loops according the big glazing size length
j
η non-dimensional coefficient depending on the geometry of the beam, on the loading and boundary
B
conditions and on the mechanical properties of glass and interlayer
χ curvature due the bending moment M
Ψ values of coefficient for different loading and boundary conditions
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
CEN/TS 19100-1:2021, 4.2.4.
NOTE For a glass component the LSS can be set by the National Annex, see CEN/TS 19100-1:2021, 4.2.4.
(2) Special attention shall be paid to robustness of the structure, see CEN/TS 19100-1 and EN 1990.
(3) 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 injuring people in case of glass failure;
— 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.
(4) In case of laminated glass the shear interaction provisions as given in CEN/TS 19100-1:2021, 7.2.2 should
be used. Guidance can be taken from Annex A of this document or from EN 16612.
(5) 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.
4.2 Fracture Limit State (FLS) verification
4.2.1 General
(1) In the FLS sufficient safety during impact shall be verified (failsafe verification), see
CEN/TS 19100-1:2021, 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 or on an appropriate equivalent laboratory 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 or equivalent laboratory 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 So far current 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
CEN/TS 19100-1 unless the National Annex gives different specification.
(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 requirements,
p
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. slipping 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 of glass in the PFLS is governed by the size and shape of the shards (glass type),
type and thickness of the interlayer, the bond between interlayer and glass, the delamination depth of the interlayer in
contact of the single shards.
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, CEN/TS 19100-1:2021, Clause 5 shall be applied.
6 Durability
(1) The rules for durability in EN 1990 and CEN/TS 19100-1:2021, Clause 6 shall be applied.
7 Structural analysis
(1) The rules for structural analysis in CEN/TS 19100-1:2021, Clause 7 shall be applied.
(2) For calculation of laminated glass, the rules given in CEN/TS 19100-1:2021, 7.2.2 shall be followed.
NOTE For Level 2 calculation according to 7.2.2 of CEN/TS 19100-1:2021, 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, are also possible.
(3) When applicable, EN 16612 gives further information on calculation methods to determine stresses and
deflections for glass components under equally distributed loadings for specific cases.
(4) When applicable, EN 16612 should be used for the calculation methods to determine stresses in glass
panes of IGUs due to cavity pressure. However, load combination for calculating IGUs should be chosen
according to CEN/TS 19100-1.
8 Ultimate Limit States
(1) For Ultimate Limit States, the rules in CEN/TS 19100-1 shall be applied.
9 Serviceability Limit States
(1) For Serviceability Limit States, the rules in CEN/TS 19100-1 shall be applied.
(2) For deformation class 1 (see CEN/TS 19100-1:2021, Table 9.1)- SLS, deflection limits are not subject of
this document.
(3) For deformation class 2 (see CEN/TS 19100-1:2021, Table 9.1) - SLS, 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 of SLS to be used together with the characteristic
load combination are given in Table 9.1 (NDP) unless other values or other deflection limitation approaches are given by
the National Annex.
(4) If deflection is not critical, larger design values may be considered.
(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.
Table 9.1 — 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
Glass
c
supported along EN 13830:2015+A1:2020, L/100
component
2 or 3 edges 5.7
Locally clamped
b c a
L/150 L/100 L/50
along 2 or 3 edges
c, d a, d
Point-fixed  L/100 L/50
L/200, any
protective upper
Continuously
ply should not be
Floor supported along
taken into account
all edges
for deflection
a
calculation
L/200, any
protective upper
Continuously
Floor or ply should not be
supported along
Stair tread taken into account
2 edges
for deflection
c
calculation
Deflection should
not open a gap
wider than 50 mm
Clamped at lower
Balustrade  between two
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.
(6) 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 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 components of
a
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.
Key
s edge cover
Figure 9.1 — Nominal mechanical edge cover s
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 expansion and the
movements of the supports do not cause additional stresses in the glass unit.
10.2 Continuously edge supported glass components
(1) The glass edge cover shall be chosen such that long-term mechanical stability of the glass component is
ensured. Appropriate minimum edge cover values shall be checked and ensured, taking into account thermal
expansion, load effects, tolerances and building movements.
(2) The edge support should fulfil the criteria of EN 12488. In this case, the boundary conditions at the edges
may be assumed as simply supported for ULS and SLS verifications.
(3) The chord shortening value shall be ascertained by appropriate analysis, to check that sufficient edge
retention is always maintained, or that tolerable shear stress is applied to the sealant joint.
NOTE Out-of-plane loaded glass components may show a significant chord shortening when sagging. This can cause
the glass component slipping out from the mechanical edge retention, or it can induce high transversal shear action or
other stress action on edge sealant joints.
(4) Consideration should be given to the suitability of the support when the structural glass component is
evaluated for FLS and PFLS as required.
(5) In the case of bonded glazing, provisions of EN 16759, EN 15434, EN 13022-1 and EN 13022-2 should also
be considered.
(6) In the case of IGUs with a U profile glued into the sealant, and such that the internal glass is punctually
fixed with toggles to the secondary structure, EAD 090035-00-0404 [8] can be considered. When the toggles
are distant of more than 300 mm, 10.3 should also be considered.
(7) Continuous edge supports also applies when pressure plates are used, covered by clipped caps or not,
when they are distant of less than 300 mm, and when they squeeze the glazing on the full thickness of the IGU.
When these pressure plates are distant of more than 300 mm, 10.3 should be considered.
10.3 Point supported glass components
10.3.1 General
(1) Verification of a point-fixed glass component shall be completed allowing for both the glass and the fitting,
taking into account the stiffness of the fitting, its interface with the glass and the application of forces to both
the glass and the fitting.
NOTE 1 A point-fixed glass component cannot be verified disregarding the point-fixing system.
NOTE 2 There are different options for the moment rotation behaviour of fixing devices: articulated (rotations
without moments), semi rigid (rotations producing moments) or rigid (no rotations but moments). Articulated supports
are able to accommodate greater rotational movement of the glass relative to the glazing support attachment. This may
allow the use of panes on more flexible support systems like cables structures. If the centre point of the articulation is
not in the axis of the pane moments of eccentricity occur.
10.3.2 Point supported glass components with fittings in holes
(1) Examples for point supported glass components with fittings in holes are given in Table 10.1.
Table 10.1 — Examples for point supported glass components with fittings in holes
a b c
point fixing to a monolithic
countersunk point fixing to a laminated
glass pane with cylindrical point fixing to an IGU
glass pane
hole
Key Key Key
1 point fixing 1 glass ply with conical hole 1 countersunk glass ply
2 rotation point 2 glass ply with cylindrical hole 2 conical glass ply
3 pane 3 countersunk point fixing 3 countersunk isolator
4 boss
5 countersunk point fixing
6 gasket
7 flange
(2) This clause covers glass components with holes drilled through the full thickness of glass pane. Holes for
laminates or IGU’s which do not pass through all of the glass plies or panes of the construction may be used.
Consideration should be given to the dead load transfer of the unsupported pane.
NOTE 1 Systems featuring undercut fixing elements are not covered here.
NOTE 2 For undercut holes, consult the system developer.
(3) When holes or recesses are needed to allow the loads transfer, the glass shall be subsequently pre-
stressed, see 7.3.2 (1) of CEN/TS 19100-1:2021.
(4) The holes may be cylindrical or countersunk. The edges of the holes in contact with the bolt shall be at
least ground or when possible, smooth ground or polished. The edges of the holes shall be chamfered a both
sides of the glass component for cylindrical holes or at the side opposite to the countersunk face.
(5) When laminated glass is used, the respective diameters of the holes in the different plies may be adjusted
in such a way that no stress is applied on the interlayer by the punctual fixing device.
NOTE In this situation, only one ply of the laminated glass is held by the bolt, the holes in the other ply being
oversized.
(6) When countersunk hole is drilled in a laminated glass, the truncated part should be located in only one
glass ply while in the other ones only cylindrical holes are located.
(7) Example of laminated glass with countersunk hole is given in Table 10.1 column b.
NOTE Other systems are available but are not covered by this document.
(8) Point fixings shall be made of suitable material (metal, ceramic, polymer…) having adequate mechanical
and physical properties and sufficient durability. Depending on the degree of exposure to possible corrosion,
either an appropriate material non-sensitive to corrosion, or systems of protection from corrosion, should be
selected. All materials of point fixings shall be compatible with glass and interlayers.
(9) Direct contact between hard metallic material and glass shall be avoided by means of an intermediate
material.
NOTE1 Examples of intermediate materials are:
— Aluminium alloys (series 1000s), excluding alloys with a high level of copper or zinc (like series 2000 or 7000);
— Synthetic materials: PTFE, Polyamide, Polychloroprene, Silicone, etc., checking their full chemical compatibility with
other materials in contact (e.g. glass interlayers);
— Appropriate resins and mortars.
NOTE 2 When the hole is cylindrical, the glass is clamped between two flat parts on both side, see Table 10.1
column a.
(10) The system shall allow for the relative movement of glass and supporting structure due to e.g. variable
loads, thermal effects, etc.
(11) A point fixing system should be analysed in view of both the glass and the fitting assembled together,
taking into account the effective structural system, the stiffness of the fitting, its interface with the glass, the
glass combination and the application of forces to both the glass and the fitting. All sectional forces including
internal moments should be verified.
NOTE The National Annex can give further rules on materials of point fixings.
(12) The design and safety verification of the point fixing devices themselves should be performed according
to the design code of the respective material.
(13) Point supported glass components may show significant chord shortening during out of plane loading.
This may cause fittings to lock up which may induce high stress concentrations in the glass components. The
chord shortening value should be ascertained by appropriate analysis to check that the system (glass and
fitting) has sufficient allowance for these effects.
10.3.3 Point supported glass components with clamps at edges or at the corners
(1) In this system, glass is held by means of clamps located at the corners or at the edges of the glass. The
system can be articulated or not, see 10.3.1 (1).
(2) The provisions given in 10.3.2 (6), (7) and (9) should apply to point supported glass components with
clamps at edges or at the corners.
(3) The glass bite shall be calculated taking manufacturing and assembly tolerances into account, as well as
the deformation condition in ULS. The sum of the chord contraction (chord shortening) occurring on both
sides should be ascribed to just one single side only.
NOTE The National Annex can give further specifications on point supported glass components with clamps at
edges or at the corners.
10.4 Cantilevered systems
(1) The clamping system of cantilevered systems shall be designed to support the cantilever moment and
shear forces and to transmit them to the primary structure. An appropriate clamping area shall be provided to
ensure a full moment transmission.
NOTE A cantilevered system can be used for vertical or for non-vertical glazing.
(2) The provisions given in 10.3.2 (6), (7) and (9) should apply to cantilevered systems.
(3) Generally, laminated safety glass should be used. In specific cases, e.g. for fire safety, other glass material
may be used.
NOTE 1 Rotation occurring within a clamped fixing system can significantly contribute to the stress distribution and
to the deflection of the glass element.
NOTE 2 The National Annex can give further specification for cantilevered glass components.
NOTE 3 If additional normal forces are applied, see also CEN/TS 19100-3.
Annex A
(informative)
Determination of the effective thickness according the enhanced effective
thickness approach (EET)
A.1 Use of this annex
(1) This informative annex provides guidance to Clause 4.1 (4) and Clause 7 for the determination of the
effective thickness according to the enhanced effective thickness approach (EET).
NOTE National choice on the application of this informative annex is given in the National Annex. If the National
Annex contains no information on the application of this informative annex, it can be used.
A.2 Scope and field of application
(1) This annex gives information on the determination of the effective thickness of laminated glass panes.
A.3 General
(1) Depending on the degree of shear coupling of the glass plies by the interlayer, the out-of-plane bending
response of a laminated glass element is intermediate between that of free sliding plies (layered behaviour)
and that of a monolith (monolithic behaviour).
A.4 Symbols
d Distance of the mid-plane of the glass ply 1 from the mid-plane of the laminated glass
d Distance of the mid-plane of the glass ply 2 from the mid-plane of the laminated glass
d Distance of the mid-plane of the glass ply 3 from the mid-plane of the laminated glass
d Distance of the mid-plane of the glass ply i from the mid-plane of the laminated glass
i
h Nominal thickness of pane 1 of an insulating glass unit or ply 1 of a laminated glass
h Nominal thickness of pane 2 of an insulating glass unit or ply 2 of a laminated glass
h Nominal thickness of pane 3 of an insulating glass unit or ply 3 of a laminated glass
h Nominal thickness of pane i of an insulating glass unit or ply i of a laminated glass
i
h Effective thickness of a laminated glass for calculating out-of-plane bending deflection
ef,w
h Effective thickness of a laminated glass for calculating out-of-plane bending stress
ef,σ
h Effective thickness of a laminated glass for calculating out-of-plane bending stress of ply i
ef,σ,i
n Plies number
h thickness of the interlayer
int
G Shear modulus of the interlayer
int
ν Poisson coefficient
η Coupling parameter coefficient
η Coupling parameter for beam
b
η Coupling parameter for plate
p
D Flexural stiffness at the layered limit
abs
D Flexural stiffness at the monolithic limit
full
E Glass modulus
Ψ Boundary coefficient for beam, see Table A.3
b
Ψ Boundary coefficient for plate
p
ω Shear transfer coefficient (EN 16612)
A.5 Laminated pane cross section
(1) The effective thickness for deflection calculation should be calculated from Formula A.1:
h = (A.1)
ef ,w
ηη1−
+
n n n
3 23
h +12⋅ (hd⋅ ) h
∑∑i ii ∑ i
i 1 i 1 i 1
(2) The effective thickness of the ply ‘i’ of the laminated pane for stress calculation should be calculated from
Formula A.2:
h
...