EN 1996-3:2023
(Main)Eurocode 6 - Design of masonry structures - Part 3: Simplified calculation methods for unreinforced masonry structures
Eurocode 6 - Design of masonry structures - Part 3: Simplified calculation methods for unreinforced masonry structures
1.1 Scope of EN 1996-3
(1) This document provides simplified calculation methods to facilitate the design of the following unreinforced masonry walls, subject to certain conditions of application:
- walls subjected to vertical and wind loading;
- walls subjected to concentrated loads;
- shear walls;
- basement walls subjected to lateral earth pressure and vertical loading;
- walls subjected to lateral loading but not subjected to vertical loading.
NOTE 1 For those types of masonry structures or parts of structures not covered by (1), the design can be based on EN 1996-1-1.
NOTE 2 The rules given in this document are consistent with those given in EN 1996-1-1 but are more conservative in respect of the conditions and limitations of their use.
(2) This document applies only to those masonry structures, or parts thereof, that are described in EN 1996-1-1 and EN 1996-2.
(3) The simplified calculation methods given in this document do not cover the design of double-leaf walls.
(4) The simplified calculation methods given in this document do not cover the design for accidental situations.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to this document.
(2) This document is intended to be used, for direct application, together with EN 1990, the EN 1991 series, EN 1996 1-1, EN 1996-1-2 and EN 1996-2.
(3) The rules given in this document assume that concrete floors are designed according to EN 1992-1-1.
Eurocode 6 - Bemessung und Konstruktion von Mauerwerksbauten - Teil 3: Vereinfachte Berechnungsmethoden für unbewehrte Mauerwerksbauten
1.1 Anwendungsbereich von EN 1996-3
(1) Dieses Dokument enthält vereinfachte Berechnungsmethoden, mit denen die Bemessung und Konstruktion der folgenden unbewehrten Mauerwerkswände unter bestimmten Anwendungsbedingungen erleichtert werden:
- vertikal und durch Windlast beanspruchte Wände;
- Wände unter Einzellasten;
- Wandscheiben;
- Kellerwände, beansprucht durch horizontalen Erddruck und vertikale Lasten;
- horizontal, jedoch nicht vertikal beanspruchte Wände.
ANMERKUNG 1 Tragwerke oder Teile von Tragwerken aus Mauerwerk, die nicht den unter (1) genannten entsprechen, können nach EN 1996-1-1 bemessen werden.
ANMERKUNG 2 Die in diesem Dokument enthaltenen Regeln stimmen mit denen in EN 1996-1-1 überein, sind jedoch konservativer in Bezug auf die Bedingungen und Grenzen ihrer Anwendung.
(2) Dieses Dokument gilt nur für die Mauerwerksbauten oder Teile von diesen, die in EN 1996-1-1 und EN 1996-2 beschrieben sind.
(3) Die in diesem Dokument angegebenen vereinfachten Berechnungsmethoden gelten nicht für die Bemessung von zweischaligen Wänden ohne Luftschicht.
(4) Die in diesem Dokument angegebenen vereinfachten Berechnungsmethoden gelten nicht für die Bemessung von außergewöhnlichen Einwirkungen.
1.2 Voraussetzungen
(1) Für dieses Dokument gelten die Voraussetzungen nach EN 1990.
(2) Dieses Dokument ist zur direkten Anwendung in Verbindung mit EN 1990, EN 1991, EN 1996-1-1, EN 1996-1-2 und EN 1996-2 vorgesehen.
(3) Die in diesem Dokument angegebenen Regeln setzen voraus, dass Betondecken nach EN 1992-1-1 bemessen sind.
Eurocode 6 - Calcul des ouvrages en maçonnerie - Partie 3: Méthodes de calcul simplifiées pour les ouvrages en maçonnerie non armée
1.1 Domaine d'application de l'EN 1996 3
(1) Le présent document énonce des méthodes de calcul simplifiées destinées à faciliter le calcul des murs en maçonnerie non armée suivants, soumis à certaines conditions d'application :
— murs soumis à des charges verticales, et aux charges dues au vent ;
— murs soumis à des charges concentrées ;
— murs de contreventement ;
— murs de soubassement soumis à une poussée latérale des terres et à des charges verticales ;
— murs soumis à des charges latérales, mais non soumis à des charges verticales.
NOTE 1 Pour les types d'ouvrages ou parties d'ouvrages en maçonnerie non couverts par (1), le calcul peut être effectué sur la base de l'EN 1996-1-1.
NOTE 2 Les règles données dans le présent document sont cohérentes avec celles données dans l’EN 1996-1-1 mais sont plus conservatrices en ce qui concerne les conditions et les limitations de leur emploi.
(2) Le présent document s'applique uniquement aux ouvrages en maçonnerie, ou aux parties de ces ouvrages, décrits dans l’EN 1996-1-1 et l'EN 1996-2.
(3) Les méthodes de calcul simplifiées données dans le présent document ne s'appliquent pas aux murs à double paroi.
(4) Les méthodes de calcul simplifiées données dans le présent document ne s'appliquent pas aux situations accidentelles.
1.2 Hypothèses
(1) Les hypothèses de l'EN 1990 s'appliquent au présent document.
(2) Le présent document est conçu pour être utilisé pour application directe, conjointement avec l'EN 1990, les séries de l'EN 1991, l'EN 1996 1-1, l'EN 1996-1-2 et l'EN 1996-2.
(3) Les règles données dans le présent document admettent par hypothèse que les planchers en béton sont calculés conformément à l'EN 1992 1 1.
Evrokod 6 - Projektiranje zidanih konstrukcij - 3. del: Poenostavljene računske metode za nearmirane zidane konstrukcije
(1) Ta dokument podaja poenostavljene računske metode za lažje projektiranje spodaj navedenih nearmiranih zidanih konstrukcij pod določenimi pogoji uporabe:
– zidovi, izpostavljeni navpični obtežbi in obtežbi vetra;
– zidovi, izpostavljeni koncentrirani obtežbi;
– zidovi, izpostavljeni strižnim silam;
– kletni zidovi, izpostavljeni vodoravnemu zemeljskemu pritisku in navpični obtežbi;
– zidovi, izpostavljeni bočni obtežbi, ne pa navpični obtežbi.
OPOMBA 1: Za tiste vrste zidanih konstrukcij ali dele konstrukcij, ki niso zajeti v točko (1), lahko projektiranje temelji na standardu EN 1996-1-1.
OPOMBA 2: Pravila v tem dokumentu so skladna z navodili iz standarda EN 1996-1-1, vendar so obenem bolj
konzervativna v smislu pogojev in omejitev njihove uporabe.
(2) Ta dokument se uporablja samo za tiste zidane konstrukcije ali njihove dele, ki so opisani v standardu EN 1996-1-1 in standardu EN 1996-2.
(3) Poenostavljene računske metode, podane v tem dokumentu, ne zajemajo projektiranja dvoslojnih zidov.
(4) Poenostavljene računske metode, podane v tem dokumentu, ne zajemajo projektiranja za nezgodne situacije.
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
SIST EN 1996-3:2024
01-marec-2024
Nadomešča:
SIST EN 1996-3:2006
SIST EN 1996-3:2006/AC:2009
Evrokod 6 - Projektiranje zidanih konstrukcij - 3. del: Poenostavljene računske
metode za nearmirane zidane konstrukcije
Eurocode 6 - Design of masonry structures - Part 3: Simplified calculation methods for
unreinforced masonry structures
Eurocode 6 - Bemessung und Konstruktion von Mauerwerksbauten - Teil 3: Vereinfachte
Berechnungsmethoden für unbewehrte Mauerwerksbauten
Eurocode 6 - Calcul des ouvrages en maçonnerie - Partie 3: Méthodes de calcul
simplifiées pour les ouvrages en maçonnerie non armée
Ta slovenski standard je istoveten z: EN 1996-3:2023
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.30 Zidane konstrukcije Masonry
SIST EN 1996-3:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
SIST EN 1996-3:2024
SIST EN 1996-3:2024
EN 1996-3
EUROPEAN STANDARD
NORME EUROPÉENNE
November 2023
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.30 Supersedes EN 1996-3:2006
English Version
Eurocode 6 - Design of masonry structures - Part 3:
Simplified calculation methods for unreinforced masonry
structures
Eurocode 6 - Calcul des ouvrages en maçonnerie - Eurocode 6 - Bemessung und Konstruktion von
Partie 3: Méthodes de calcul simplifiées pour les Mauerwerksbauten - Teil 3: Vereinfachte
ouvrages en maçonnerie non armée Berechnungsmethoden für unbewehrte
Mauerwerksbauten
This European Standard was approved by CEN on 23 July 2023.
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. Up-to-date lists and bibliographical references
concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN
member.
This European Standard exists 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.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1996-3:2023 E
worldwide for CEN national Members.
SIST EN 1996-3:2024
Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 7
1.1 Scope of EN 1996-3 . 7
1.2 Assumptions . 7
2 Normative references . 7
3 Terms, definitions and symbols . 8
3.1 Terms relating to wall types . 8
3.2 Symbols . 8
4 Basis of design . 9
4.1 General rules . 9
4.1.1 Basic requirements . 9
4.2 Principles of limit state design . 9
4.3 Basic variables . 9
4.3.1 Actions . 9
4.3.2 Material, and product properties . 9
4.4 Verification by the partial factor method . 10
4.4.1 Design values of actions . 10
4.4.2 Design values of material properties . 10
4.4.3 Combination of actions . 10
4.4.4 Ultimate limit states . 10
5 Materials . 10
5.1 General . 10
5.2 Characteristic compressive strength of masonry . 11
5.3 Characteristic flexural strength of masonry . 11
6 Design of unreinforced masonry walls using simplified calculation methods . 11
6.1 General . 11
6.2 Conditions for application . 11
6.3 Walls subjected to vertical and wind loading . 13
6.3.1 General . 13
6.3.2 Effective height of walls . 13
6.3.3 Vertical load resistance due to vertical and wind loading . 15
6.3.4 Walls subjected to wind load . 19
6.4 Walls subjected to concentrated loads . 19
6.5 Walls subjected to in-plane shear loading . 20
6.6 Basement walls subjected to lateral earth pressure . 21
6.7 Partition walls subjected to limited lateral load but no vertical loads . 22
6.8 Walls subjected to uniform lateral load but no vertical loads . 22
Annex A (informative) Simplified calculation method for shear walls . 23
A.1 Use of this Informative Annex . 23
A.2 Scope and field of application . 23
A.3 Method . 23
Annex B (informative) Simplified calculation method for the design of partition walls not
designed for vertical loads and with limited lateral load . 25
SIST EN 1996-3:2024
B.1 Use of this Informative Annex . 25
B.2 Scope and field of application . 25
B.3 Conditions for use . 25
B.4 Minimum wall thickness and limiting dimensions . 26
Annex C (informative) Simplified calculation method for the design of walls subjected to
uniform lateral design load and no vertical loads . 29
C.1 Use of this Informative Annex . 29
C.2 Scope and field of application . 29
C.3 Method . 29
Annex D (normative) Simplified method of determining the characteristic strengths of
masonry . 35
D.1 Use of this annex . 35
D.2 Scope and field of application . 35
D.3 Characteristic compressive strength . 35
D.4 Characteristic flexural strengths . 38
SIST EN 1996-3:2024
European foreword
This document (EN 1996-3:2023) 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 European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by September 2027 and conflicting national standards shall
be withdrawn at the latest by March 2028.
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 supersedes EN 1996-3:2006, including EN 1996-3:2006/AC:2009.
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 a Mandate M/515 given 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 main changes compared to the previous edition are listed below:
— update of rules to ensure compatibility with EN 1996-1-1;
— replacing the duplication of shear rules from EN 1996-1-1 by a simplified method in Annex A;
— new design concept for basement walls regarding the actual earth pressure coefficient;
— simplification of the design rules for walls under concentrated loads;
— improvement of the design rules for walls under mainly bending due to horizontal loads (required
minimum normal force).
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.
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 implement this European Standard: 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 the United
Kingdom.
SIST EN 1996-3:2024
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
— New parts are under development, e.g. Eurocode for design of structural glass
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 1996 Eurocode 6
EN 1996 Eurocode 6 standards, applies to the design of building and civil engineering works, or parts
thereof, in unreinforced, reinforced, prestressed and confined masonry.
EN 1996 deals only with the requirements for resistance, serviceability and durability of structures.
Other requirements, for example, concerning thermal or sound insulation, are not considered.
EN 1996 does not cover the special requirements of seismic design. Provisions related to such
requirements are given in EN 1998, which complements, and is consistent with EN 1996.
EN 1996 does not cover numerical values of the actions on building and civil engineering works to be
taken into account in the design. They are provided in EN 1991.
0.3 Introduction to EN 1996-3
This document describes simplified calculation methods to facilitate the design of unreinforced masonry
walls based on the principles from EN 1996-1-1.
SIST EN 1996-3:2024
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 1996-3
National choice is allowed in this standard where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing this document 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 standard is to be used.
When no national choice is made and no default is given in this standard, 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 1996-3 through notes to the following:
4.4.4(1) 6.2(1) – 2 choices D.3(1) – 6 choices D.4(1) – 2 choices
National choice is allowed in EN 1996-3 on the application of the 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.
SIST EN 1996-3:2024
1 Scope
1.1 Scope of EN 1996-3
(1) This document provides simplified calculation methods to facilitate the design of the following
unreinforced masonry walls, subject to certain conditions of application:
— walls subjected to vertical and wind loading;
— walls subjected to concentrated loads;
— shear walls;
— basement walls subjected to lateral earth pressure and vertical loading;
— walls subjected to lateral loading but not subjected to vertical loading.
NOTE 1 For those types of masonry structures or parts of structures not covered by (1), the design can be based
on EN 1996-1-1.
NOTE 2 The rules given in this document are consistent with those given in EN 1996-1-1 but are more
conservative in respect of the conditions and limitations of their use.
(2) This document applies only to those masonry structures, or parts thereof, that are described in
EN 1996-1-1 and EN 1996-2.
(3) The simplified calculation methods given in this document do not cover the design of double-leaf
walls.
(4) The simplified calculation methods given in this document do not cover the design for accidental
situations.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to this document.
(2) This document is intended to be used, for direct application, together with EN 1990, the EN 1991
series, EN 1996-1-1, EN 1996-1-2 and EN 1996-2.
(3) The rules given in this document assume that concrete floors are designed according to EN 1992-1-1.
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.
EN 998-2, Specification for mortar for masonry — Part 2: Masonry mortar
EN 1990, Eurocode — Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1996-1-1:2022, Eurocode 6 — Design of masonry structures — Part 1-1: General rules for reinforced
and unreinforced masonry structures
EN 1996-2, Eurocode 6 — Design of masonry structures — Part 2: Design considerations, selection of
materials and execution of masonry
EN 1997-1, Eurocode 7 — Geotechnical design — Part 1: General rules
SIST EN 1996-3:2024
3 Terms, definitions and symbols
For the purposes of this document, the terms and definitions given in EN 1990, EN 1996-1-1 and the
following apply.
3.1 Terms relating to wall types
3.1.1
basement wall
retaining masonry wall constructed partly or fully below ground level
3.2 Symbols
For the purposes of this document, the material-independent symbols given in EN 1990, the material-
dependent symbols given in EN 1996-1-1 and the following material-dependent symbols apply.
Latin upper case letters
K earth pressure coefficient
e
N design value of the maximum vertical load at mid height of the fill
Ed,max
N design value of the minimum vertical load at mid height of the fill
Ed,min
Latin lower case letters
c dimensionless parameter depending on α
t r
h clear height of the masonry wall
h average height of the building
a
h vertical distance between the ground level and the face of the bottom support of the wall
e
h maximum height of a building allowed with the simplified calculation method
m
l length of a wall (between other walls, between a wall and an opening, or between openings)
l plan dimension of a building in the x-direction
bx
l plan dimension of a building in the y-direction
by
l spacing of cross walls or other buttressing elements
cw
l is the difference of the effective span of the floors on both sides of the considered wall
f,ef
l span of floor i
f,i
l span of floor i perpendicular to the considered wall
f,ix
l span of floor i parallel to the considered wall
f,iy
l value for the span of the floor, depending on the characteristic compressive strength of
ref,c
masonry f
k
l value for the span of the floor, depending on the thickness of the wall t
ref,t
SIST EN 1996-3:2024
l length of a shear wall orientated in the x-direction
sx
l length of a shear wall orientated in the y-direction
sy
l length of the analysed wall loaded by wind
w
t bearing length of the floor or roof on the wall
b
w design wind load per unit area
Ed
w characteristic wind load per unit area
Ek
Greek upper case letters
Φ capacity reduction factor
s
Greek lower case letters
α is the ratio between the characteristic value of the permanent vertical load in a shear wall
r
and the design value of the resistance A f of a shear wall
d
β constant accounting for uniaxial or biaxial load transfer in basement walls
e
γ bulk weight density of the soil
soil
ρ reduction factor for the effective height obtained from a simplified rule
sn
4 Basis of design
4.1 General rules
4.1.1 Basic requirements
(1) The design of masonry structures shall be in accordance with the general rules given in EN 1990 and
the specific design provisions for masonry structures given in EN 1996-1-1.
4.2 Principles of limit state design
(1) For masonry structures, the ultimate limit state and serviceability limit state shall be considered for
all aspects of the structure including ancillary components in the masonry according to EN 1996-1-1.
4.3 Basic variables
4.3.1 Actions
(1) The characteristic values of actions shall be obtained from the relevant parts of the EN 1991 series.
4.3.2 Material, and product properties
(1) Properties of materials and construction products and their geometrical data to be used for design
should be those specified in the relevant European Standards (EN), European Technical Specifications
(TS) or according to a transparent and reproducible assessment that complies with all the requirements
of a European Assessment Document (EAD), unless otherwise indicated in this document.
SIST EN 1996-3:2024
4.4 Verification by the partial factor method
4.4.1 Design values of actions
(1) Partial factors for actions shall be obtained from EN 1990.
(2) Design values of indirect actions arising from interacting components of other materials shall be
determined using the relevant code and applicable partial safety factors.
(3) For serviceability limit states, imposed deformations should be introduced as estimated (mean)
values.
4.4.2 Design values of material properties
(1) The design value for a material property is obtained by dividing its characteristic or declared value
by the relevant partial factor for materials, γ .
M
4.4.3 Combination of actions
(1) Combination of actions shall be in accordance with the general rules given in EN 1990.
4.4.4 Ultimate limit states
(1) The relevant values of the partial factor for materials γ shall be specified for the ultimate limit state
M
either for persistent or transient design situations.
NOTE The value of γM is given in Table 4.1 (NDP) unless the National Annex gives different values.
Table 4.1 (NDP) — Partial factors on materials for masonry buildings
Material γ
M
Masonry made with:
a
A Units of Category I, designed mortar 2,0
b
B Units of Category I, prescribed mortar 2,2
a b c
C Units of Category II, any mortar , , 2,5
a
Requirements for designed mortars are given in EN 998-2 and EN 1996-2.
b
Requirements for prescribed mortars are given in EN 998-2 and EN 1996-2.
c
When the coefficient of variation for Category II units is not greater than 25 %.
5 Materials
5.1 General
(1) The materials used in the masonry walls referred to in this document shall be in accordance with
EN 1996-1-1:2022, Clause 5.
(2) Masonry units should be grouped as Group 1, Group 1S, Group 2, Group 3 or Group 4 according to
EN 1996-1-1:2022, 5.1.2.
NOTE Normally the manufacturer will state the grouping of units in the product declaration.
(3) Annex D shall be used for the determination of material properties. These material properties are
derived from the relevant rules given in EN 1996-1-1.
SIST EN 1996-3:2024
5.2 Characteristic compressive strength of masonry
(1) The characteristic compressive strength of masonry should be determined according to
EN 1996-1-1:2022, 5.7.1.
5.3 Characteristic flexural strength of masonry
(1) The characteristic flexural strength of masonry should be determined according to
EN 1996-1-1:2022, 5.7.4.
6 Design of unreinforced masonry walls using simplified calculation methods
6.1 General
(1) The overall stability of a building, of which the wall forms a part, should be verified.
NOTE A method for verification of the stability is given in Annex A.
(2) A structure should have shear walls placed in two orthogonal directions. At least in one direction two
shear walls not in the same plane should be present. When the eccentricity between the resultant of the
wind load and the resulting shear force is smaller than 0,05 times the width of the area loaded by the
wind, the torsional effect may be neglected.
(3) The slenderness ratio of a wall h /t should not be greater than 27.
ef
(4) The detailing rules according to EN 1996-1-1:2022, 10.1 and 10.5 should be taken into account.
(5) An analysis of bending moments in the walls may be omitted, because the simplified calculation
methods take the effects of wind, earth pressure and floor-wall-interaction into account. If other
horizontal loads act on a loadbearing wall or conditions regarding the loads are not fulfilled, the analysis
shall be performed as specified in EN 1996-1-1.
(6) In case of concrete floors, an increase in the eccentricity owing to a change in the position of the axis
of a loadbearing wall from storey to storey due to a change in wall thickness may be neglected, if the
cross-section of the thinner upper wall falls within the plan of the thicker one below.
(7) The analysis of free-standing walls shall be performed in accordance with EN 1996-1-1.
6.2 Conditions for application
(1) For use of the simplified methods, the following conditions shall be complied with:
— the height of the building above ground level does not exceed h ; for buildings with a sloping roof
m
the height h shall be determined as average height h indicated in Figure 6.1;
m a
Figure 6.1 — Determination of average height
SIST EN 1996-3:2024
NOTE 1 The value of h is 20 m, unless the National Annex gives a different value.
m
— the characteristic values of the variable actions on the floors and the roof does not exceed 5,0 kN/m ;
— the span of the roof and the floors supported by the walls does not exceed 7,0 m, except in the case
of a lightweight trussed roof structure where the span shall not exceed 14,0 m;
— the clear wall height of loadbearing walls does not exceed 4,0 m; for bearing lengths t /t < 0,65 the
b
clear wall height of loadbearing walls does not exceed 3,0 m;
— the minimum thickness is according to EN 1996-1-1:2022, 10.1.2;
— the maximum clear height of walls acting as end support to floors or the roof is additionally limited
depending on the bearing length t of the floor or roof on the wall, the compressive strength f and
b k
the wind load w ;
Ek
NOTE 2 The maximum clear heights of walls acting as end support to floors or roof assuming a modulus of
elasticity of masonry E of at least 700 fk are given in Table 6.1 (NDP), unless the National Annex gives different
values.
Table 6.1 (NDP) — Maximum clear height of walls acting as end support to floors or roof
a
f
k
2 2
w ≤ 0,9 kN/m 0,9 < w ≤ 1,3 kN/m
Ek Ek
(N/mm )
f = 1 h ≤ 16 t h ≤ 14 t
k b b
f ≥ 5 h ≤ 24 t h ≤ 22 t
k b b
a 2
Linear interpolation may be carried out between fk = 1 N/mm and
f = 5 N/mm .
k
— the walls are laterally restrained by the floors and the roof in the horizontal direction at right angles
to the plane of the wall, either by the floors and the roof themselves or by suitable methods, e.g. ring
beams with sufficient stiffness according to EN 1996-1-1:2022, 10.5.1.1;
— the walls are vertically aligned throughout their height;
— in case of walls acting as end support to floors or the roof, the bearing length t on the wall is at least
b
0,65 t, but not less than 100 mm, except for walls with t ≥ 350 mm and f ≥ 3 N/mm , where the
k
bearing length t on the wall is at least 0,60 t;
b
— in case of inner walls supporting two non-continuous slabs, the bearing length on the wall of each
slab is at least 0,4 t;
— the final creep coefficient of the masonry φ does not exceed 2,0;
∞
NOTE 3 Values for φ∞ are given in EN 1996-1-1:2022, Table 5.10.
— the thickness of the wall and the compressive strength of the masonry are checked at each storey
level, unless these variables are the same at all storeys.
SIST EN 1996-3:2024
6.3 Walls subjected to vertical and wind loading
6.3.1 General
(1) Under the ultimate limit state, it shall be verified that:
N ≤ N (6
...
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