kSIST-TS FprCEN/TS 19100-2:2021
(Main)Design of glass structures - Part 2: Design of out-of-plane loaded glass components
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
Conception et calcul des structures en verre - Partie 2 : Calcul des composants en verre chargés perpendiculairement
1.1 Domaine d’application de la FprCEN/TS 19100 2
(1) La FprCEN/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 normalement sur le vitrage.
1.2 Hypothèses
(1) Les hypothèses énoncées dans l’EN 1990 s’appliquent à la FprCEN/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 komponent pod vplivom sil, ki delujejo navpično na ravnino elementov
General Information
Standards Content (sample)
SLOVENSKI STANDARD
kSIST-TS FprCEN/TS 19100-2:2021
01-junij-2021
Projektiranje steklenih konstrukcij - 2. del: Projektiranje steklenih komponent pod
vplivom sil, ki delujejo navpično na ravnino elementovDesign 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 perpendiculairementTa slovenski standard je istoveten z: FprCEN/TS 19100-2
ICS:
91.080.99 Druge konstrukcije Other structures
kSIST-TS FprCEN/TS 19100-2:2021 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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kSIST-TS FprCEN/TS 19100-2:2021
FINAL DRAFT
TECHNICAL SPECIFICATION
FprCEN/TS 19100-2
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
April 2021
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 Bauteileperpendiculairement
This draft Technical Specification is submitted to CEN members for Vote. It has been drawn up by the Technical Committee
CEN/TC 250.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 Technical Specification. It is distributed for review and comments. It is subject to change
without notice and shall not be referred to as a Technical Specification.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. FprCEN/TS 19100-2:2021 E
worldwide for CEN national Members.---------------------- Page: 3 ----------------------
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Contents Page
European foreword ....................................................................................................................................................... 3
0 Introduction ....................................................................................................................................................... 4
1 Scope ..................................................................................................................................................................... 7
1.1 Scope of FprCEN/TS 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 .......................................................................................................................... 8
4 Basis of design ................................................................................................................................................... 9
4.1 Requirements .................................................................................................................................................... 9
4.2 Fracture Limit State (FLS) verification ..................................................................................................... 9
4.3 Post Fracture Limit State (PFLS) verification ...................................................................................... 10
5 Materials ........................................................................................................................................................... 12
6 Durability .......................................................................................................................................................... 12
7 Structural analysis ......................................................................................................................................... 12
8 Ultimate Limit States .................................................................................................................................... 12
9 Serviceability Limit States .......................................................................................................................... 12
10 Joints, connections and supports ............................................................................................................. 15
10.1 General ............................................................................................................................................................... 15
10.2 Continuously edge supported glass components ............................................................................... 15
10.3 Point supported glass components ......................................................................................................... 15
10.4 Cantilevered systems .................................................................................................................................... 18
Annex A (informative) Determination of the effective thickness according the enhanced effective
thickness approach (EET) ........................................................................................................................... 19
Annex B (informative) Verification of the natural frequency of the glass component ...................... 33
Bibliography................................................................................................................................................................... 36
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European foreword
This document (FprCEN/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.
This document is currently submitted to the Vote on TS.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.---------------------- Page: 5 ----------------------
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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 FprCEN/TS 19100 (all parts)FprCEN/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.FprCEN/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 special joints
0.3 Introduction to FprCEN/TS 19100-2
FprCEN/TS 19100-2 applies to the structural design of out-of-plane loaded glass components in conjunction
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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 FprCEN/TS 19100-2
This document gives values within notes indicating where national choices can be made. Therefore, a national
document implementing FprCEN/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 FprCEN/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 (12) NOTE
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10.3.3 (3) NOTE
10.4 (3) NOTE 2
National choice is allowed in FprCEN/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 componentThe 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.
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1 Scope
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 12488.2 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 designFprCEN/TS 19100-1:2021, Design of glass structures - Part 1: Basis of design and materials
3 Terms, definitions and symbols3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in FprCEN/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 http://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
component3.1.2
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
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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 glass3.1.5
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
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
J equivalent moment of inertia of the laminated package, assuming an intermediate value between J
eq absand 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
packagedeflection-effective thickness
stress-effective thickness
h equivalent thickness of the IGU
h interlayer thickness
int
ˆ effective thicknesses for calculating the maximum stresses at the interface in the i-th ply
int,;iσn 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
Ω number of vibration loops according the small glazing size length
Ω number of vibration loops according the big glazing size length
η non-dimensional coefficient depending on the geometry of the beam, on the loading and boundary
conditions and on the mechanical properties of glass and interlayerχ curvature due the bending moment M
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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
FprCEN/TS 19100-1:2021, 4.2.4.NOTE For a glass component the LSS can be set by the National Annex, see FprCEN/TS 19100-1:2021, 4.2.4.
(2) Special attention shall be paid to robustness of the structure, see FprCEN/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 FprCEN/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
FprCEN/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.
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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.
(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) 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.
(6) After experimental testing on original built structure in situ, it should be checked whether the structure
still complies with its original resistance.(7) 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) verification4.3.1 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
FprCEN/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.
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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,
see 4.3.1.NOTE 1 The value of t can be set in the National Annex.
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
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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, FprCEN/TS 19100-1:2021, Clause 5 shall be applied.
6 Durability(1) The rules for durability in EN 1990 and FprCEN/TS 19100-1, Clause 6 shall be applied.
7 Structural analysis(1) The rules for structural analysis in FprCEN/TS 19100-1:2021, Clause 7 shall be applied.
(2) For calculation of laminated glass, the rules given in FprCEN/TS 19100-1:2021, 7.2.2 shall be followed.
NOTE For Level 2 calculation according to 7.2.2 of FprCEN/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 FprCEN/TS 19100-1.8 Ultimate Limit States
(1) For Ultimate Limit States, the rules in FprCEN/TS 19100-1 shall be applied.
9 Serviceability Limit States
(1) For Serviceability Limit States, the rules in FprCEN/TS 19100-1 shall be applied.
(2) For deformation class 1 (see FprCEN/TS 19100-1:2021, Table 9.1)- SLS, deflection limits are not subject of
this document.(3) For deformation class 2 (see FprCEN/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.
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Table 9.1 — Typical deflection limits for glass components of deformation class 2 - SLS
Support Deflection limit of the Deflection limit at Deflection limit atcondition support of the edges a free edge centre
Continuously according to
supported along EN 13830:2015+A1:2020, L/50
all edges 5.7
Continuously according to
Glass
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
...
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