FprCEN/TS 19100-3

Design of glass structures - Part 3: Design of in-plane loaded glass components and their mechanical joints

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.

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

1.1   Domaine d’application de la FprCEN/TS 19100 3
(1) Le présent document énonce les règles de calcul pour les composants en verre maintenus mécaniquement, soumis principalement à une charge dans leur plan. Il couvre également les règles de construction relatives aux assemblages pour composants en verre chargés dans leur plan.
NOTE   Les éléments en verre chargés dans leur plan sont principalement soumis à des charges qui sont, par exemple, transmises par les parties adjacentes d’une structure. Ils peuvent également être soumis à une charge perpendiculaire.
1.2   Hypothèses
(1) Les hypothèses énoncées dans l’EN 1990 s’appliquent au présent document.
(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 - 3. del: Projektiranje steklenih komponent pod vplivom obtežb, ki delujejo v ravnini komponent in njihvih mehanskih spojev

General Information

• Status: Not Published
• ICS: 91.080.99 - Other structures
• Technical Committee: CEN/TC 250 - Structural Eurocodes
• Drafting Committee: CEN/TC 250/SC 11 - Structural Glass
• Current Stage: 5060 - Closure of Vote - Formal Approval
• Due Date: 24-Jun-2021
• Completion Date: 24-Jun-2021
• Directive: 305/2011 - Regulation (eu) No 305/2011 of the European Parliament and of the Council of 9 march 2011 laying down harmonised conditions for the marketing of construction products and repealing council directive 89/106/eec
• Mandate: M/515 - Mandate for amending existing Eurocodes and extending the scope of structural Eurocodes
• Ref Project: kSIST-TS FprCEN/TS 19100-3:2021 - Design of glass structures - Part 3: Design of in-plane loaded glass components and their mechanical joints

Standards Content (sample)

SLOVENSKI STANDARD
kSIST-TS FprCEN/TS 19100-3:2021
01-junij-2021

Projektiranje steklenih konstrukcij - 3. del: Projektiranje steklenih komponent pod

vplivom obtežb, ki delujejo v ravnini komponent in njihvih 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: FprCEN/TS 19100-3
ICS:
91.080.99 Druge konstrukcije Other structures
kSIST-TS FprCEN/TS 19100-3:2021 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 19100-3:2021
FINAL DRAFT
TECHNICAL SPECIFICATION
FprCEN/TS 19100-3
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
April 2021
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 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 19100-3:2021 E

worldwide for CEN national Members.
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Contents Page

European foreword ...................................................................................................................................................... 4

0 Introduction ...................................................................................................................................................... 5

1 Scope .................................................................................................................................................................... 8

1.1 Scope of FprCEN/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 .................................................................................................. 13

4.3 Post Fracture Limit State (PFLS) verification ..................................................................................... 14

5 Materials .......................................................................................................................................................... 15

6 Durability ......................................................................................................................................................... 15

7 Structural analysis and detailing ............................................................................................................ 16

7.1 Structural modelling for analysis............................................................................................................ 16

7.2 Effects of deformed geometry of the structure .................................................................................. 16

7.3 Consideration of imperfections ............................................................................................................... 17

7.4 Interlayers of laminated glass .................................................................................................................. 20

7.5 Temperature effect and long-term effect ............................................................................................. 20

7.6 Detailing ........................................................................................................................................................... 20

8 Limit states including ULS, FLS and PFLS ............................................................................................. 21

8.1 General .............................................................................................................................................................. 21

8.2 Dynamic effects in FLS ................................................................................................................................. 22

9 Serviceability limit states .......................................................................................................................... 22

10 Joints and Connections ................................................................................................................................ 22

10.1 General .............................................................................................................................................................. 22

10.2 Sleeve bearings .............................................................................................................................................. 22

10.3 Lapped splices with bolts in shear .......................................................................................................... 23

10.4 Friction connections .................................................................................................................................... 26

Annex A (informative) Calculation of the critical buckling load N or critical bending moment

M ................................................................................................................................................................... 29

cr,LT

A.1 Use of this annex............................................................................................................................................ 29

A.2 Scope and field of application................................................................................................................... 29

A.3 General .............................................................................................................................................................. 29

A.4 Critical buckling load N ............................................................................................................................ 29

A.5 Critical bending moment M ................................................................................................................. 30

cr,Lt

Annex B (informative) Calculation of I and I of laminated glass .................................................... 32

z,eff T,eff

B.1 Use of this annex............................................................................................................................................ 32

B.2 Scope and field of application................................................................................................................... 32

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B.3 General .............................................................................................................................................................. 32

Annex C (informative) Calculation of K - values for simplified calculation ........................................ 34

C.1 Use of this annex............................................................................................................................................ 34

C.2 Scope and field of application................................................................................................................... 34

C.3 General .............................................................................................................................................................. 34

Bibliography.................................................................................................................................................................. 36

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European foreword

This document (FprCEN/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.

This document is currently submitted to the Vote on TS.

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.
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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 19100-1 (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 and geotechnical 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 their mechanical joints
0.3 Introduction to FprCEN/TS 19100-3

This document applies to the structural design of in-plane loaded glass components in conjunction with

FprCEN/TS 19100-1 and FprCEN/TS 19100-2.
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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 19100-3

This document gives values within notes indicating where national choices can be made. Therefore, a national

document implementing FprCEN/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 FprCEN/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) NOTE
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
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National choice is allowed in FprCEN/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

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.

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1 Scope
1.1 Scope of FprCEN/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

FprCEN/TS 19100-1:2021, Design of glass structures - Part 1: Basis of design and materials

FprCEN/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 FprCEN/TS 19100-1:2021 and

FprCEN/TS 19100-2:2021 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
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

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

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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, index finger and middle finger 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
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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
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
I moment of inertia about the minor axis (z-axis)
I effective moment of inertia about the minor axis (z-axis)
z,eff
K interlayer stiffness
K equilibrium parameter
L buckling length
L buckling length (lateral torsional buckling)
M the design value of the moment
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
P critical diagonal load of the four-point supported glass panel
D,cr
P relevant design load
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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
d hole diameter
buckling assessment value
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 glass (to be adapted to Part1)
g,k
h glass ply thickness
h total thickness of the laminate
tot
k factors considering constructive influences
buckling interaction
maximum transversal design load
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

α 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
non-dimensional slenderness
parameter limiting the horizontal path of the buckling curve (lateral buckling)
λ 0,LT
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µ Poisson’s ratio
µ Moment ratio
µ coefficient of friction
critical stress
σ critical buckling stress
cr,LT
σ maximal principal stress
pE,d
maximum stress for lapped splices
ϕ,max, E
μ design friction coefficient
Fr,d
χ buckling reduction factor
shear buckling reduction factor
χ reduction factor for lateral torsional buckling Basis of design

Φ dynamic load amplification factor (DLF) for those actions which originate from mass and

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

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) 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 FprCEN/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

FprCEN/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 FprCEN/TS 19100-1:2021, 7.2.2

should be used. Guidance can be taken from FprCEN/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.
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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 FprCEN/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, FprCEN/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.

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(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
...