SIST-TS CEN/TS 19100-3:2022

SLOVENSKI STANDARD
01-februar-2022
Projektiranje steklenih konstrukcij - 3. del: Projektiranje steklenih elementov pod
vplivom obtežb, ki delujejo v ravnini elementov in njihovih mehanskih spojev
Design of glass structures - Part 3: Design of in-plane loaded glass components and
their mechanical joints
Bemessung und Konstruktion von Tragwerken aus Glas - Teil 3: In Scheibenebene
belastete Bauteile und mechanische Verbindungen
Conception et calcul des structures en verre - Partie 3 : Conception et calcul des
composants en verre chargés dans leur plan et de leurs assemblages
Ta slovenski standard je istoveten z: CEN/TS 19100-3:2021
ICS:
91.080.99 Druge konstrukcije Other structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

CEN/TS 19100-3
TECHNICAL SPECIFICATION
SPÉCIFICATION TECHNIQUE
November 2021
TECHNISCHE SPEZIFIKATION
ICS 91.080.99
English Version
Design of glass structures - Part 3: Design of in-plane
loaded glass components and their mechanical joints
Conception et calcul des structures en verre - Partie 3 : Bemessung und Konstruktion von Tragwerken aus
Conception et calcul des composants en verre chargés Glas - Teil 3: In Scheibenebene belastete Bauteile und
dans leur plan et de leurs assemblages mechanische Verbindungen
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 19100-3:2021 E
worldwide for CEN national Members.

Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 8
1.1 Scope of CEN/TS 19100-3 . 8
1.2 Assumptions . 8
2 Normative references . 8
3 Terms, definitions and symbols . 8
3.1 Terms and definitions . 8
3.2 Symbols and abbreviations . 10
4 Basis of design . 12
4.1 Requirements . 12
4.2 Fracture Limit State (FLS) verification . 12
4.3 Post Fracture Limit State (PFLS) verification . 14
5 Materials . 15
6 Durability . 15
7 Structural analysis and detailing . 15
7.1 Structural modelling for analysis. 15
7.2 Effects of deformed geometry of the structure . 16
7.3 Consideration of imperfections . 16
7.4 Interlayers of laminated glass . 19
7.5 Temperature effect and long-term effect . 19
7.6 Detailing . 19
8 Limit states including ULS, FLS and PFLS . 20
8.1 General . 20
8.2 Dynamic effects in FLS . 21
9 Serviceability limit states . 21
10 Joints and Connections . 21
10.1 General . 21
10.2 Sleeve bearings . 22
10.3 Lapped splices with bolts in shear . 22
10.4 Friction connections . 25
Annex A (informative) Calculation of the critical buckling load N or critical bending moment
cr
M . 28
cr,LT
A.1 Use of this annex. 28
A.2 Scope and field of application. 28
A.3 General . 28
A.4 Critical buckling load N . 28
cr
A.5 Critical bending moment M . 29
cr,LT
Annex B (informative) Calculation of I and I of laminated glass . 31
z,eff T,eff
B.1 Use of this annex. 31
B.2 Scope and field of application. 31
B.3 General . 31
Annex C (informative) Calculation of K - values for simplified calculation . 33
m
C.1 Use of this annex. 33
C.2 Scope and field of application. 33
C.3 General . 33
Bibliography. 35
European foreword
This document (CEN/TS 19100-3:2021) has been prepared by Technical Committee CEN/TC 250 “Structural
Euro-codes”, 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 given 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 19100-1 (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 and
geotechnical 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 19100-3
This document applies to the structural design of in-plane loaded glass components in conjunction with
CEN/TS 19100-1 and CEN/TS 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 CEN/TS 19100-3
This document gives values within notes indicating where national choices can be made. Therefore, a national
document implementing CEN/TS 19100-3 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 19100-3 through the following clauses:
4.1 (1) NOTE
4.2.1 (2) NOTE
4.2.1 (5) NOTE 1
4.2.1 (5) NOTE 2
4.2.3 (5)
4.3.1 (2) NOTE
4.3.1 (3) NOTE
4.3.1 (7) NOTE
7.3.2 (1) NOTE 2
8.2 (3) NOTE 1
10.3.1 (4) NOTE 1
10.3.1 (4) NOTE 2
10.3.3 (1) NOTE
10.3.4.3 (2) NOTE 1
10.4.1 (5) NOTE
National choice is allowed in CEN/TS 19100-3 on the application of the following informative annexes:
Annex A, Calculation of the critical buckling load N or critical bending moment M
cr cr,LT
Annex B, Calculation of I and I of laminated glass
z,eff T,eff
Annex C, Calculation of K - values for simplified calculation
m
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 19100-3
(1) This document gives design rules for mechanically supported glass components primarily subjected to in-
plane loading. It also covers construction rules for mechanical joints for in-plane loaded glass components.
NOTE In-plane loaded glass elements are primarily subjected to in-plane loads, e.g. transferred from adjacent parts
of a structure. They can also be subjected to out-of-plane loading.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to this document.
(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
CEN/TS 19100-2:2021, 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 CEN/TS 19100-1:2021 and
CEN/TS 19100-2:2021 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 (q ).
y
3.1.2
buckling length
length of an equivalent member with pinned ends, which has the same buckling resistance as a given member
or segment of member, whereas the system length corresponds to the distance between two consecutive
points in a given plane where a member is braced against lateral displacement in this plane, or between one
such point and the end of the member
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 unknown origin, induced without external energy
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
A glass cross section area without cross section area of the interlayer
g
AR aspect ratio
C , C factors taking into account different bending moments
1 2
DLF Dynamic load amplification factor due to dynamic effects
E Young’s modulus of glass
G shear modulus of glass
G shear modulus of interlayer
L
I moment of inertia about the minor axis (z-axis)
z
I effective moment of inertia about the minor axis (z-axis)
z,eff
K interlayer stiffness
K equilibrium parameter
m
L buckling length
b
L buckling length (lateral torsional buckling)
LT
M the design value of the moment
Ed
M the design buckling resistance moment
b,Rd
M critical buckling moment (lateral torsional buckling)
cr,LT
M the design resistance moment
c,Rd
M flexural moment
lateral,Ed
N design value of the compressive force
b,Ed
N design buckling resistance of the compression component
b,Rd
N elastic critical force for the relevant buckling mode
cr
P critical diagonal load of the four-point supported glass panel
D,cr
P relevant design load
d
P applied bolt pre-stress
P,b
S friction shear resistance
Fr,b,R,d
W elastic section modulus about y-axis
el,y
a side length, shorter edge
b side length, longer edge
b width
m
d hole diameter
buckling assessment value
d
d
e amplitude value
0,tot
e considering all imperfections of the component being length related
0,length
e considering deviations coming from unplanned eccentric load introduction
0,installation
f characteristic tensile strength of glass (to be adapted to Part1)
g,k
h glass ply thickness
h total thickness of the laminate
tot
k factors considering constructive influences
i
NOTE  The factors k1 to k10 are not the same as the ki factor given in Annex B of Part 1.
buckling interaction
p
d
maximum transversal design load
p
rd
t thickness of polymeric-modified mortar
mortar
t thickness of ring
ring
w width of the polymer or polymeric-modified mortar
mortar
z distance between the member axis and the point where the load is applied
a
αcr factor by which the design loading would have to be increased to cause the critical elastic
instability in terms of indifferent equilibrium
Δe eccentricity shift due to fracture of a ply
shift
Δe forced constraint deformation
exp
γ safety factor
M,a
γ safety factor for buckling
M,1
parameter limiting the horizontal path of the buckling curve
λ
non-dimensional slenderness
λ
parameter limiting the horizontal path of the buckling curve (lateral buckling)
λ
0,LT
µ Poisson’s ratio
µ Moment ratio
M
µ coefficient of friction
Fr
μ design value of friction coefficient
Fr,d
critical stress
σ
cr
σ critical buckling stress
cr,LT
σ maximal principal stress
pE,d
maximum stress for lapped splices
σ
ϕ,max, E
χ buckling reduction factor
χ shear buckling reduction factor
sb
χ reduction factor for lateral torsional buckling Basis of design
LT
Φ dynamic load amplification factor (DLF) for those actions which originate from mass and
mg
gravity
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
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) 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 CEN/TS 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
CEN/TS 19100-2:2021, 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 CEN/TS 19100-1:2021, 7.2.2 should
be used. Guidance can be taken from CEN/TS 19100-2:2021, 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 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 CEN/TS 19100-1:2021, 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 perpendicular to the surface at the
most unfavourable location may be necessary. Type of impactor and energy then should be as 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, CEN/TS 19100-2:2021, 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 DLF, see also 4.2.1(5).
(5) Whether a lateral mass impact has to be taken into account may 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 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.
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
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 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) If laminated glass is used: 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.
(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 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, 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.
(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
CEN/TS 19100-1:2021, 5.2.
NOTE For design working life, see CEN/TS 19100-1.
7 Structural analysis and detailing
7.1 Structural modelling for analysis
(1) The rules for structural analysis in CEN/TS 19100-1:2021, 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, see
7.5.
(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 a
cr
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) For simple geometries design, buckling curves may be used.
NOTE In this document, buckling curves have not yet been introduced. However, in the Eurocode following this TS it
is planned to introduce buckling curves.
(5) 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 1 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.
NOTE 2 Colloquially, the consideration of the deformed structure under pressure loads is often called buckling
analysis.
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 TTG 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):
ee + 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 e considering deviations coming from unplanned eccentric load introduction.
0,installation
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 l0
a b,c,d
e e
0,length 0,installation
Distance of inflexion points
Flexural buckling and in the relevant critical mode
l0/333 he/2
plate buckling in direction of the applied
load
Distance of inflexion points
Lateral torsional
at the edge in compression l0/450 he/2
buckling
in the relevant critical mode
Shear buckling Longest diagonal l0/1000 he/5
a
e0,length should be applied at the location where the curvature of the relevant critical mode gets its maximum.
b
e0,installation may be applied at the location where the installation eccentricity occurs. Alternatively, for
simplification reasons, it may be applied at the same location as the one of e .
0,length
c
For perpendicular to the glass plane, straight edges over the thickness of the laminate, the value for h is:
e
he = htot. For stepped edges or other edge geometries, the value of he can be determined individually.
d
If e0,installation is recorded on site it may be reduced to the measured value, but not smaller than 3 mm. This
requires care in execution and control.
NOTE 3 The values given in Table 7.1 are intended for use in “normal cases”. There may 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 Table 4 of EN 12150-1:2015+A1:2019 or EN 1863-1:2011. In addition to the geometrical
imperfections, eo,length is deemed to also cover the structural imperfections, see CEN/TS 19100-1:2021, 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
NOTE 4 Whether an eccentricity shift is favourable or unfavourable also depends on whether at the point of load
introduction the load is shifted transversely to its direction or not.
7.3.4 Effects on imperfection due expansion of a fractured ply of TTG
(1) If laminated glass is used, in FLS and/or PFLS, fracture of a ply of TTG 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 safe side, for the
exp
value of Δe the deformation may be applied, which corresponds to the one of the unloaded component with
exp
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
exp
considered.
(3) When verifying the remaining intact cross-section in the FLS or PFLS the effec
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