prEN 19100-3

SLOVENSKI STANDARD
01-november-2024
Evrokod 10 - Projektiranje steklenih konstrukcij - 3. del: Stekleni elementi pod
vplivom obtežb, ki delujejo v ravnini elementov
Eurocode 10 - Design of glass structures - Part 3: In-plane loaded glass components
Eurocode 10 - Bemessung und Konstruktion von Bauteilen aus Glas - Teil 3: In
Scheibenebene belastete Elemente
Eurocode 10 - Calcul des structures en verre - Partie 3: Composants en verre chargés
dans leur plan
Ta slovenski standard je istoveten z: prEN 19100-3
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 19100-3:2021
English Version
Eurocode 10 - Design of glass structures - Part 3: In-plane
loaded glass components
Eurocode 10 - Calcul des structures en verre - Partie 3: Eurocode 10 - Bemessung und Konstruktion von
Composants en verre chargés dans leur plan Bauteilen aus Glas - Teil 3: In Scheibenebene belastete
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 19100-3:2024 E
worldwide for CEN national Members.

Contents Page
European foreword . 4
0 Introduction . 4
1 Scope . 7
1.1 Scope of prEN 19100-3 . 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 . 11
4.1 Requirements . 11
4.2 Fracture Limit State (FLS) verification . 11
4.3 Post Fracture Limit State (PFLS) verification . 13
5 Materials . 14
6 Durability . 14
7 Structural analysis and detailing . 14
7.1 Structural modelling for analysis. 14
7.2 Effects of deformed geometry of the structure . 15
7.3 Consideration of imperfections . 15
7.4 Interlayers of laminated glass . 18
7.5 Temperature effect and long-term effect . 18
7.6 Detailing . 18
8 Limit states including ULS, FLS and PFLS . 19
8.1 General . 19
8.2 Dynamic effects in FLS . 20
9 Serviceability limit states . 20
10 Joints and Connections . 20
10.1 General . 20
10.2 Sleeve bearings . 20
10.3 Lapped splices with bolts in shear . 21
10.4 Friction connections . 24
Annex A (informative) Calculation of the critical buckling load N or critical bending moment
cr
M . 27
cr,LT
A.1 Use of this annex. 27
A.2 Scope and field of application. 27
A.3 General . 27
A.4 Critical buckling load N . 27
cr
A.5 Critical bending moment M . 28
cr,LT
Annex B (informative) Calculation of I and I of laminated glass . 30
z,eff T,eff
B.1 Use of this annex. 30
B.2 Scope and field of application. 30
B.3 General . 30
Annex C (informative) Calculation of K - values for simplified calculation . 32
m
C.1 Use of this annex. 32
C.2 Scope and field of application. 32
C.3 General . 32
Bibliography. 34
European foreword
This document (prEN 19100-3:2024) 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 19100-3:2021.
In comparison with the previous edition, the following changes have been made:
— modified title and scope;
— updated references.
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 19100-3
EN 19100-3 applies to the structural design of in-plane loaded glass components in conjunction with
EN 19100-1 and EN 19100-2.
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 19100-3
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 19100-1 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 19100-1 through notes to the following clauses:
4.2.1(2) 4.2.1(5) – 2 choices 4.3.1(2) 4.3.1(3)
4.3.1(7) 7.3.2(1) 8.2(3) 10.3.1(4) – 2 choices
10.3.3(1) 10.3.4.3(2) 10.4.1(1)
National choice is allowed in EN 19100-3 on the application of the following informative annexes:
Annex A Annex B Annex C
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 19100-3
(1) This document gives design rules for glass components and assemblies primarily subjected to in-plane
loading. It also covers effects of loads acting both in-plane and parallel to the plane produced by the neutral
axes of the component, including construction rules for joints connecting in-plane loaded glass components.
1.2 Assumptions
(1) The assumptions of EN 1990, prEN 19100-1 and prEN 19100-2 apply.
(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 (all parts), EN 1999-1-1, prEN 19100-1, prEN 19100-2 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
prEN 19100-1:2024, Eurocode 10 — Design of glass structures — Part 1: Basis of design and materials
prEN 19100-2:2024, Eurocode 10 — Design of glass structures — Part 2: Design of out-of-plane loaded glass
components
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 prEN 19100-2 and the
following apply.
3.1.1
shear element made of glass
glass element sustaining on purpose loads or stresses in-plane (F , F ,p , p ,)
x z x z
Note 1 to entry: The element may be loaded also by loading transversal to the plane (qy).
3.1.2
buckling length
system length of an otherwise similar member with pinned ends, which has the same critical buckling load as
a given member or segment of member
[SOURCE: EN 1993-1-1:2022, 3.1.7]
3.1.3
second order analysis
geometrically non-linear analysis taking account of the out-of-plane deflections whilst calculating equilibrium
of stresses or sectional forces of a glass pane
3.1.4
third order analysis
geometrically non-linear analysis taking account of both the out-of-plane and in-plane deflections whilst
calculating equilibrium of stresses or sectional forces of a glass pane
3.1.5
membrane effect
influence on stresses and sectional forces due to consideration of in-plane deflections in static equilibrium
3.1.6
axes of a glass pane, component or member and their direction
x-x in the glass pane, component or member, preferably one of the gravity lines
y-y perpendicular to the glass pane, defined by the x- and the z-axes
z-z in the glass pane, component or member, perpendicular to x-x
Note 1 to entry: The directions of x-, y- and z-axes should accord to those of thumb (x), index finger (y) and middle finger
(z) of the right hand in the defined planes, see Figure 3.1.
Note 2 to entry: When bending about the y-axis occurs this axis is also called strong axis, and accordingly, when bending
about the x-axis or the z-axis these axes are called weak axes.

Figure 3.1 — Definition of axes of a glass pane, component or member and their direction
3.1.7
structural redundancy
ability of a structure to redistribute among its members/connections the loads which can no longer be carried
by some other damaged portions
3.1.8
sudden fracture
fracture event of unpredictable origin
3.1.9
protection measure
measure that is intended to prevent or reduce the risk of accidental damage of a glass member that may affect
its structural function
3.1.10
polymeric-modified mortar
mortar, used for filling gaps between glass and other parts for force and stress transmission
Note 1 to entry: For reasons of strength and ductility, to avoid stress peaks, polymeric materials are added to the mortar.
3.2 Symbols and abbreviations
3.2.1 Latin upper-case letters
A Glass cross section area of ply i
i
C , C Factors taking into account different bending moments
1 2
E Modulus of elasticity for glass
F Design loading on the structure
Ed
F Elastic critical buckling load for global instability mode based on initial elastic stiffnesses
cr
G Shear modulus of glass
G Shear modulus of interlayer
int
I Moment of inertia of ply i
i
I Effective torsional moment of inertia
T,eff
I Effective moment of inertia about the minor axis (z-axis)
z,eff
Km Equilibrium parameter
L Buckling length
B
L Buckling length (lateral torsional buckling)
LT
M The design value of the moment
Ed
M Critical buckling moment (lateral torsional buckling)
cr,LT
N Design value of normal forces in the relevant direction of the considered cross section or joint
Ed
N Elastic critical force for the relevant buckling mode
cr
P Arbitrary in-plane load
P Actions having been present in the plies whose fracture is investigated
fractured
P Actions having been and still being present in the unfractured part of the cross section
unfractured
Pu Ultimate arbitrary in-plane load
P Applied bolt pre-stress
P,b
P P Forces according to Table C.1
x,I ( x,m)
S Design bolt forces
b,Ed
S Friction shear resistance
Fr,b,Rd
V Design value of the shear force
Ed
3.2.2 Latin lower-case letters
b Width
b Effective width
m
d Hole diameter
e Basic imperfection
e Considering all imperfections of the component being length related
0,length
e Considering deviations coming from unplanned eccentric load introduction
0,installation
e Distance of the mid-plane of two conjunct glass panels
z
fg,d Design bending strength according to prEN 19100-1:2024, Annex A
h Glass ply thickness
h Component thickness for calculation of installation eccentricity
e
h Thickness of ply i
i
h Thickness of the interlayer
int
h Total thickness of the laminate
tot
k Factors considering constructive influences for the design of bolted shear connections, {j=1, …
j
10}
NOTE  The factors k1 to k10 are not the same as the ki factor given in prEN 19100-1:2024, Annex A.
l Length of the shorter edge of the glass pane
l Component length
n Number of plies
p Hole distance
i
t Sleeve thickness
sleeve
v Initial lateral deflection of midplane
0,m
w Deflection in z-direction
w Width of the polymer or polymeric-modified mortar
mortar
z Distance of the i-th ply's center to center of adjacent interlayer
i
zp Distance between the member axis and the point where the load is applied
3.2.3 Greek upper-case letters
Δe Eccentricity shift due to fracture of a ply
shift
Δe Forced constraint deformation
exp
Θ Torsional deflection
0,m
3.2.4 Greek lower-case letters
α Factor by which the design loading would have to be increased to cause the critical elastic
cr
instability in terms of indifferent equilibrium
λ Slenderness for torsional buckling
T
µ Coefficient of friction
Fr
μ Design value of friction coefficient
Fr,d
σ Maximal principal stress
p,Ed
σ Maximum stress for lapped splices
φ,max,E
Φ Dynamic load amplification factor for those actions which originate from mass inertia
Φ Dynamic amplification factor
mg
4 Basis of design
4.1 Requirements
(1) For an in-plane loaded glass component, the Limit State Scenario (LSS) should be chosen according to
prEN 19100-1:2024, 4.2.4.
(2) The fracture of any glass plies shall neither compromise the stability or resistance of adjacent components
nor result into a progressive collapse.
(3) Verification in ULS, FLS and PFLS is deemed to verify that fracture of a glass ply prevents progressive
collapse.
(4) Special attention shall be paid to robustness of the structure, see prEN 19100-1 and EN 1990.
(5) 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 aspects as given in
prEN 19100-2:2024, 4.1(3). In addition to that, sufficient redundancy by providing a second load path
(background safety) on assembly level and/or structure´s level shall be ensured.
(6) In case of laminated glass, the shear interaction provisions as given in prEN 19100-1:2024, 7.2.2 should be
used. Guidance can be taken from prEN 19100-2:2024, Annex A or from EN 16612.
(7) 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.
(8) To achieve robustness a sufficient number of glass plies should be provided.
NOTE Redundancy and robustness can be enhanced by a coarse crack pattern and/or further restricting boundary
conditions of the glass component.
(9) A concept for the repair or replacement of in-plane loaded glass components should be provided.
4.2 Fracture limit state (FLS) verification
4.2.1 General
(1) In the FLS sufficient safety during sudden fracture shall be verified (failsafe verification).
NOTE 1 For events of impact in the FLS, see 4.2.1(5).
NOTE 2 The sudden fracture can be of one or several glass plies or of one or several glass components.
NOTE 3 If fracture of glass components is taken into account, then normally the number of suddenly fractured glass
components is 1.
(2) In the FLS, an appropriate load combination should be used for the static loading that arises during the
sudden fracture and if necessary during the event of impact, see 4.2.1(5).
NOTE The load combination in the FLS is the accidental load combination according to EN 1990, unless the National
Annex gives a different specification. For load combination in case of dynamic effects in the FLS, see 8.2.
(3) Depending on the project specific situation also elevated temperatures e.g. due to solar absorption should
be taken into account for laminated glass components, see prEN 19100-1:2024, 4.3.1.
(4) In the FLS the glass component can be verified by experimental testing or alternatively, by a theoretical
assessment.
NOTE Verification can include reference to previously executed tests or calculations.
(5) Depending on the project, an additional energy intensive lateral impact verification perpendicular to the
surface at the most unfavourable location may be conducted. The type of impactor and energy should be as
specified by the relevant authority or, where not specified, agreed for a specific project by the relevant parties.
NOTE 1 The National Annex can also specify type of impactor and energy.
NOTE 2 Generally, further provisions for the verification in the FLS can be given in the National Annex.
4.2.2 Verification of the Fracture Limit State by testing
(1) For the verification of the FLS by experimental testing, prEN 19100-2:2024, 4.2.2 should be applied.
4.2.3 Verification of the Fracture Limit State by theoretical assessment
(1) Alternatively to 4.2.2, a theoretical assessment in the FLS may be performed. 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 including:
— dynamic amplification;
— eccentricity shift due to fracture of a ply if laminated glass is used, see Figure 7.1;
— forced constraint deformation on the remaining cross-section after breakage of a ply if laminated glass is
used, see Figure 7.2;
— stiffness and resistance reduction of the cross-section.
NOTE Generally, a theoretical assessment in the FLS is performed by a transient numerical simulation.
(2) The applicability of the theoretical model shall be validated.
NOTE Normally, the applicability of a theoretical model is validated by experimental benchmark tests.
(3) To that end, the dynamic amplification effects by fracture
— of one or more plies of the laminate glass component (i.e. sudden fracture out of the static rest position due
to hard impact with low energy or spontaneous breakage), and
— if necessary, of one or more plies of the laminate with hard lateral impact with energy, and
— if necessary, of one or more glass components
should be taken into account.
NOTE For the amount of the dynamic amplification out of the static rest position, see 8.2.
(4) If a lateral mass impact has additionally to be taken into account (lateral impact with energy), a further
investigation should be carried out to determine the amount of impact energy and the resulting effective
dynamic amplification factor Φ due to mass inertia.
(5) Whether a lateral mass impact needs to be taken into account should be specified by the relevant authority
or, where not specified, agreed for a specific project by the relevant parties.
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 one or several components.
NOTE 1 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 2 If fracture of a component is taken into account then normally the number of fractured glass components is 1.
(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 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 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) Depending on the project specific situation compared to the ambient temperature level, elevated
temperatures e.g. due to solar absorption should be taken into account for laminated glass components for
assessment in PFLS.
(5) In the PFLS the glass component can be verified by experimental testing or alternatively by a theoretical
assessment.
(6) The verification of the residual resistance of in plane loaded glass components for PFLS should be verified
by testing only. If an alternative load path is ensured, then the verification of the residual resistance for PFLS
may be neglected.
NOTE Verification can include reference to previously executed tests.
(7) In PFLS, the load carrying capacity of the global system shall be verified taking into account the fracture of
glass components. The number of fractured glass components in the global structure should be assessed based
on the specific design situation, see 4.3.1(1), unless it is as agreed for a specific project by the relevant parties.
NOTE Generally, further provisions for the verification in the PFLS can be given in the National Annex.
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 mock-up or on an appropriate equivalent laboratory specimen.
(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 mock up or equivalent laboratory specimen including all relevant details
correspond to the original structure including supports, load introduction, load scenario, etc.
(3) The tests shall 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.
(4) The test results shall be evaluated by a transparent and reproducible procedure assessing safety and
reliability according to the requirements of EN 1990.
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
including:
— eccentricity shift due to fracture of a ply if laminated glass is used, see Figure 7.1;
— forced constraint deformation on the remaining cross-section after breakage of a ply if laminated glass is
used, see Figure 7.2;
— stiffness and resistance reduction of the cross-section.
(2) If the post fracture resistance of an in plane loaded glass component is assessed without testing, at least one
glass ply of the glass component should be assumed to remain unfractured, see also 4.3.1(6). This assumption
should be justified.
(3) The theoretical assessment should be performed on the reduced cross-section taking into account all
unfractured glass plies. A favourable effect of the fractured glass plies should be neglected. If the effect is
unfavourable, it should be considered.
NOTE The mechanical behaviour of glass in the PFLS is governed by the size of glass component and the supporting
system, size and shape of the shards, polymer type and thickness of the interlayer, the bond between interlayer and glass,
the delamination depth of the interlayer in contact of the single shards.
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.
(2) The durability and reliability of the interlayer in terms of shear modulus and bonding strength is deemed
to be satisfied if the relevant characteristic mechanical parameter of the interlayer is evaluated according to
prEN 19100-1:2024, 5.2.
NOTE For design working life, see prEN 19100-1.
7 Structural analysis and detailing
7.1 Structural modelling for analysis
(1) The rules for structural analysis in prEN 19100-1:2024, Clause 7 shall be applied.
(2) The analysis should be performed using the nominal glass thicknesses.
(3) Single glass components should normally be supported in a statically determinate manner. In case of
statically non determinate supporting of components, realistic boundary conditions for the structural model
should be considered, e.g. coming from tolerances of the supporting structure. This should also include the
fabrication and erection stage.
(4) Favourable effects due to a slip restraint in laminated glass, see Figure 7.1 or rotational restraints of the
edges of the glass components should be neglected, unless beneficial effect can be quantified by experimental
evidence. This holds, although from the constructive point of view the edges should generally be enclosed.
(5) Glass components subjected to in plane compression stresses should be verified using geometrical non-
linear theory, when relevant.
NOTE For relevance, see 7.2.
7.2 Effects of deformed geometry of the structure
(1) The effects of the deformed geometry (second-order effects) should be considered if they increase the action
effects significantly or modify significantly the structural behaviour.
(2) First order analysis may be used for the structure, if the increase of the relevant internal forces or moments
or any other change of structural behaviour caused by deformations can be neglected. This condition may be
assumed to be fulfilled, if the following criterion is satisfied:
F
cr
α >10 (7.1)
cr
F
Ed
where
α is the factor by which the design loading would have to be increased to cause elastic instability in
cr
a global mode;
F is the design loading on the structure;
Ed
F is the elastic critical buckling load for global instability mode based on initial elastic stiffnesses.
cr
(3) The second order analysis may be performed by analytical or numerical means.
(4) In cases where membrane effects are safety relevant, a third order analysis should be carried out. In other
cases it may be carried out.
NOTE In cases of plate behaviour, a nonlinear geometric analysis that only considers second-order effects can
possibly be insufficient, as membrane effects can affect stability.
7.3 Consideration of imperfections
7.3.1 General
(1) For in-plane loaded glass components, in the structural analysis, the effects of imperfections shall be taken
into account.
NOTE The buckling resistance of glass components is influenced by geometrical and material imperfections.
(2) Geometrical and material imperfections may be combined into an equivalent geometrical imperfection
value.
(3) The equivalent geometrical imperfection may be considered in SLS. It should be considered in ULS, FLS and
PFLS.
NOTE In SLS and ULS, the equivalent geometrical imperfection to be taken into account is the basic imperfection
according to 7.3.2.
(4) In FLS and PFLS, for laminated glass, to consider effects due to load introduction shift after fracture of a ply,
the basic imperfection according to 7.3.2 should be modified according to 7.3.3.
=
(5) In FLS and PFLS, for laminated glass, to consider effects due to expansion of a fractured ply of thermally
toughened glass the basic imperfection according to 7.3.2 should be modified according to 7.3.4.
(6) In case of in-plane loaded glass components combined with additional transverse loading, the transversal
deflection due to the additional transversal loading including the non-linear amplification of the deflection
should be taken into account in addition to the equivalent geometrical imperfection.
7.3.2 Basic imperfection
(1) The general format of the basic imperfection e should be as indicated in Formula (7.2):
e e + e (7.2)
0 0,,length 0 installation
NOTE 1 The basic imperfection e0 consists of a part e0,length considering all imperfections of the component being length
related, and a part e0,installation considering deviations coming from unplanned eccentric load introduction.
NOTE 2 The imperfections to be taken into account for different buckling phenomena are given in Table 7.1 (NDP),
unless the National Annex gives different values.
Table 7.1 (NDP) — Imperfection parts for buckling cases
Both for mono and laminated glass panes
Type l
a b,c,d
e e
0,length 0,installation
Distance of inflexion
Flexural buckling points in the relevant
l /333 h /2
0 e
and plate buckling critical mode in direction
of the applied load
Distance of inflexion
Lateral torsional points at the edge in
l0/450 he/2
buckling compression in the
relevant critical mode
Shear buckling Longest diagonal l /1000 h /5
0 e
a
e0,length should be applied at the location where the curvature of the relevant critical mode gets its maximum.
b
e may be applied at the location where the installation eccentricity occurs. Alternatively, for
0,installation
simplification reasons, it may be applied at the same location as the one of e0,length.
c
For perpendicular to the glass plane, straight edges over the thickness of the laminate, the value for he is:
= h . For stepped edges or other edge geometries, the value of h can be determined individually.
he tot e
d
If e is recorded on site it may be reduced to the measured value, but not smaller than 3 mm. This requires
0,installation
care in execution and control.
NOTE 3 The values given in Table 7.1 are intended for use in “normal cases”. There can be specific cases where other
imperfections or other reference lengths apply.
NOTE 4 Normally the relevant critical mode is the lowest eigenmode. For example, for a simply supported beam in
compression this is the half sinusoidal-shape (see Annex A).
NOTE 5 For eo,length, see also EN 12150-1:2015+A1:2019, Table 4 or EN 1863-1. In addition to the geometrical
imperfections, eo,length is deemed to also cover the structural imperfections, see prEN 19100-1:2024, 4.4.4(3).
=
7.3.3 Effects on imperfection due to load introduction shift after fracture of a ply
(1) When laminated glass is used, in FLS and/or PFLS, during or after fracture of a ply, the eccentricity due to
transversal movement of the effective neutral axis of the remaining cross section should be added to the basic
imperfection according to 7.3.2 if it has an unfavourable effect. It may be considered if it has a favourable effect.
NOTE 1 Depending on the position of the fractured ply, Δe can be positive or negative.
shift
NOTE 2 Whether an eccentricity shift is favourable or unfavourable also depends on whether the load is shifted
transversely to its direction or not (at the point of load introduction).
NOTE 3 An example for a favourable eccentricity shift Δeshift is given in Figure 7.1.

Figure 7.1 — Example for a favourable eccentricity shift Δe due to fracture of a ply in case of a load
shift
remaining at the point of load application
7.3.4 Effects on imperfection due expansion of a fractured ply of thermally toughened glass
(1) If laminated glass is used, in FLS and/or PFLS, fracture of a ply of thermally toughened glass can cause a
longitudinal expansion and curvature, see Figure 7.2, which can increase the basic imperfection according to
7.3.2 by an additional Δe and induce constraint sectional forces in the remaining intact cross-section. On the
exp
safe side, for the value of Δe the deformation may be applied, which corresponds to the one of the unloaded
exp
component with fracture of the same ply.
(2) If Δe has an unfavourable effect it should be considered. If it has a favourable effect it may be considered.
exp
(3) When verifying the remaining intact cross-section in the FLS or PFLS the effects of occurring curvature or
moment should be taken into account whereas those of the occurring longitudinal elongation or normal force
can be neglected.
NOTE 1 The geometrical effects (curvature and longitudinal elongation) are due to the moment and the normal force
appearing in the remaining intact cross-section, see Figure 7.2.
Key
broken glass
unfractured glass
Figure 7.2 — Forced constraint deformation Δe and induced sectional forces on the remaining
exp
cross-section during or after fracture of a ply of thermally toughened glass in a laminated glass
component
NOTE 2 [13] indicates that for a laminate with n plies of equal thickness hi = h and PVB-interlayer with hint = 1,52mm
l 1
Δeexp can be calculated by ∆=e ⋅ . Hereby, in case of a two-sided supported glass pane, l is the distance
exp
33,3 hn− 1
between the supports. In case of four-sided supported glass pane l is the length of the shorter edge of the glass pane.
(4) The valu
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