Bsi bs en 01996 3 2006 na + a1 2014

NA to BS EN 1996-3:2006
NA+A1:2014

NATIONAL ANNEX

UK National Annex to
Eurocode 6: Design of
masonry structures –
Part 3: Simplified calculation methods for
unreinforced masonry structures
ICS 91.010.30; 91.080.30

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NA+A1:2014 to BS EN 1996-3:2006
Publishing and copyright information
The BSI copyright notice displayed in this document indicates when the
document was last issued.
© The British Standards Institution 2014.
Published by BSI Standards Limited 2014
ISBN 978 0 580 86309 7
The follow BSI references relate to the work on this standard:
Committee reference B/525/6
Draft for comment 14/30299660 DC

Publication history
First (present) edition, May 2007

Amendments issued since publication
Date

Text affected



See tagged text.


NA+A1:2014 to BS EN 1996-3:2006

Contents
Introduction  1
NA.1Scope 1
NA.2 Nationally Determined Parameters  1
NA.3 Decisions on the status of the informative annexes  3
NA.4 References to non-contradictory complementary information  7
Bibliography  8
List of tables
Table NA.1 – Values of cM for ultimate limit state  2
Table NA.2 – Values for ƒk s  3
Table NA.3 – Characteristic flexural strength of masonry, ƒxk1,s and ƒxk2,s  6
Table NA.4 – Values of the initial shear strength of masonry, ƒvko  7

© The British Standards Institution 2014 • i


This page deliberately left blank


NA+A1:2014

NAtotoBS
BSEN
EN 1996-3:2006
1996-3:2006

National Annex (informative) to
NA to BS EN
BS EN 1996-3:2006, Eurocode 6: Design
of1996-3:2006
masonry structures – Part 3: Simplified
National Annex
(informative)
to
calculation
methods
for unreinforced
masonry
BS EN 1996-3:2006, Eurocode 6: Design of
structures
masonry structures – Part 3: Simplified
calculation methods
for unreinforced masonry
Introduction
structures
This
BSI
Subcommittee
B/525/6,
This National
NationalAnnex

Annexhas
hasbeen
beenprepared
preparedbyby
BSI
Subcommittee
B/525/6,
Use of
with
BS EN 1996-3:2006.
of masonry.
masonry.ItItisistotobebeused
usedininconjunction
conjunction
with

Annex (informative) to BS EN 1996-3:2006 has been revised
BS National
EN 1996-3:2006.
following amendment to National Annex to BS EN 1996-1-1, concerning
partial factors and the value of the K factor for concrete blockwork.

Introduction

NA.1 The
Scope
This
National
Annex
prepared

by BSIby
Subcommittee
B/525/6,
start
and finish
ofhas
textbeen
introduced
or altered
national amendment
Use of masonry.
It is to
used
in conjunction
with changes are
A1:2014
is indicated
thebe
text
by 
. Minor editorial
This National
Annexingives:
BS
EN
1996-3:2006.
not tagged.
a) decisions for the Nationally Determined Parameters for the
following subclauses of BS EN 1996-3:2006:

NA.1 Scope
2.3(2) P

verification by the partial factor method;

This4.1(P)
National Annex
gives:
verification
of the overall stability of a building;
a) decisions
Nationally
Determined Parameters for the
4.2.1.1(1)for
P the
general
conditions;
following subclauses of BS EN 1996-3:2006:
4.2.2.3(1)
capacity reduction factor;
Verification
method;
2.3(2) P
verificationby
bythe
thepartial
partialfactor
factor
method;
D.1(1)

characteristic compressive strength;
Verification
of of
a building;
4.1(P)
verificationofofthe
theoverall
overallstability
stability
a building;
D.2(1)
characteristic flexural strength;
4.2.1.1(1) P General
general conditions;
conditions;
D.3(1)
characteristic initial shear strength.
Capacity
4.2.2.3(1)
capacity reduction
reductionfactor;
factor;
b) decisions on the use of informative Annexes A and C;
D.1(1)
characteristic compressive
compressivestrength;
strength;
Characteristic
c) references to non-contradictory complementary information to
D.2(1)

characteristic
flexural
strength;
flexural
strength;
assist the userCharacteristic
to apply BS EN
1996-3:6
(see NA.4).
D.3(1)

initialshear
shearstrength.
strength.
characteristic initial
Characteristic

decisions on the Determined
use of informative Annexes
A and C;
NA.2 b)
Nationally
Parameters
c)

NA.2.1

references to non-contradictory complementary information to
assist the userby
to apply

BS EN
1996-3:6
(see NA.4).values of
Verification
partial
factor
method:

γM [see BS EN 1996-3:2006, 2.3(2)P]

NA.2 The
Nationally
values for γM forDetermined
the ultimate state limit Parameters
are given in Table NA.1.
NA.2.1

The recommended value for γM for all of the materials listed in
Verification
Table
NA.1 is 1,0. by partial factor method: values

γM [see BS EN 1996-3:2006, 2.3(2)P]

of

The values for γM for the ultimate state limit are given in Table NA.1.
of the materials
in all of
The recommended

recommendedvalue
valuefor
forcMγMinfor
The
theall
serviceability
limit listed
state for
Table
NA.1 islisted
1,0. in Table NA.1 is 1,0.
the
materials

© BSI2014
2007ã1
ã 1
â The British Standards Institution


NA+A1:2014
to BS EN 1996-3:2006
NA to BS EN 1996-3:2006
NA to BS EN 1996-3:2006
Table NA.1
Class of execution control: Table

Class of execution control:

NA.1

Values of γM for ultimate limit state
Values of γM for ultimate limit state

Class of execution control:

1 A)

Material

1 A)

Material
Masonry

Masonry
Material
When
in a state of direct or flexural compression

1 A)

 
 

units of category
I
Unreinforced
masonry
units of category

II made with:

units of category II

of category
I
Whenunits
in a state
of flexural
tension

When in a state
of flexural
of category
II tension
Inunits
laterally
loaded wall
panels when removal of the
units
of
category
I and
IIstability of the building
Whenwould
in a state
of flexural
tension
panel
affect

the overall
Whenunits
in a state
of shearI and
ofofcategory
II II
units
category
I and

2,3

B)

2,6
2,3

B)

2,6 B)

Unreinforced
made
with:
When
in a state
of masonry
shear
In
laterally

loaded
wall panels
when
removal of the panel
units
of category
I andmade
II with:
wouldUnreinforced
not affect
the
overall
stability
of the building
masonry

2,3

 
 
 

 

with:
WhenUnreinforced
in a state
of masonry
direct or
flexural

compression
units
of category
I made

2 A)

2 A)
2 A)

 

When Unreinforced
in a state of direct
or flexural
Masonry
masonry
made compression
with:

γM cM
γM

 
B)

2,6 B)
 

2,7 B)

2,7 B)

3,0 B)

3,0 B)
2,7
 
3,0 B)

2,3 B)

2,7 B) 

2,3 B) 2,3 B)

B) B)
2,72,7

2.5 B)

 

2.5 B) 

Steelunits
and of
other
components
units

ofcategory
category
I and
I and
II II

B) 2.0 B)
2.5

components
– wall ties
SteelAncillary
and other
components

3,5 B)

components
WhenAncillary
in a state
of shear – straps
wall ties

C)
1,5 B)
3,5

C) 
1,5 B)
3,5

See NA to1,5
BSC)EN 845-2

See NA to1,5
BSC)EN 845-2

Lintels
in components
accordance
with
BS ENwith:
845-2
Unreinforced
masonry
 made
Ancillary
– straps

B) B)

2.52.4
3,5 B) 

B) out following the recommendations
A) Class
1 ofin
execution
control
assumed whenever

theNA
work
is
carried
units
of
category
I with
andshould
II ENbe

2.5845-2


2.5

Lintels
accordance
BS
845-2
See
to BS
EN
See NA to
BS
ENB)845-2
for
workmanship
in
BS

EN
1996-2,
including
appropriate
supervision
and
inspection,
and
in
addition:
A)
A)  Class 1
assumed
whenever
thethe
work
is carried
out following
the recommendations
1 of
of execution
executioncontrol
controlshould
shouldbebe
assumed
whenever
work
is carried
out following
the

a)
the specification,
supervision
ensure
that
the construction
is compatible
theinspection,
use of the and in
for workmanship
infor
BSworkmanship
EN 1996-2,and
including
supervision
and inspection,
andwith
in and
addition:
recommendations
incontrol
BS ENappropriate
1996-2,
including
appropriate
supervision
appropriate partial safety factors given in BS EN 1996-1-1;
a) the specification, supervision and control ensure that the construction is compatible with the use of the
addition:
b) the

mortar conforms
to BSfactors
EN 998-2,
is factory
made mortar, or if it is site mixed mortar, preliminary
appropriate
partial safety
givenifinit BS
EN 1996-1-1;
a)the
specification,
supervision
and control
ensure
that
construction
is compatible
with1015-2
the use
of the
compression
strength
tests carried
out on the
mortar
tothe
be used,
in accordance
with BS EN
and

b) appropriate
the mortar conforms
to BSfactors
EN 998-2,
if it
factory
made mortar, or if it is site mixed mortar, preliminary
partial
safety
given
inisBS
EN 1996-1-1;
BS EN 1015-11,
indicate
conformity
to the
strength
requirements given in BS EN 1996-1-1 and regular testing
compression strength tests carried out on the mortar to be used, in accordance with BS EN 1015-2 and
of the
mortar
used ontosite,
in
accordance
BS EN 1015-2
and BSor
EN 1015-11,
shows that
the strength
b)the

conforms
EN
998-2,
itwith
is factory
made mortar,
is site
mixed
mortar,
preliminary
BSmortar
EN 1015-11,
indicateBS
conformity
to ifthe
strength
requirements
givenifinitBS
EN 1996-1-1
and regular
testing
requirements of BS EN 1996-1-1 are being maintained.
of
the
mortar
used
on
site,
in
accordance

with
BS
EN
1015-2
and
BS
EN
1015-11,
shows
that
the
strength
compression strength tests carried out on the mortar to be used, in accordance with BS EN 1015-2
and
Class
2 of execution
be are
assumed
work is carried
outinfollowing
the recommendations
requirements
ofcontrol
BS
EN should
1996-1-1
being
maintained.
BS EN
1015-11,

indicate
conformity
to thewhenever
strengththe
requirements
given
BS EN 1996-1-1
and regular for
workmanship
in
BS
EN
1996-2,
including
appropriate
supervision.
testing
of the mortar
used
on site,
in accordance
with
ENis1015-2
EN 1015-11,
shows that thefor
Class
2 of execution
control
should
be assumed

whenever
theBS
work
carriedand
out BS
following
the recommendations
B) When considering the effects of misuse or accident these values may be halved.
workmanship
in BS EN 1996-2,
appropriate
supervision.
strength requirements
of BSincluding
EN 1996-1-1
are being
maintained.
C)
B)

For horizontal restraint straps, unless otherwise specified, the declared ultimate load capacity depends on there

When
effects
of misuse
or accident
these values
mayisbecarried
halved.out following the
Class

2 ofconsidering
execution the
control
should
be assumed
whenever
the work
being a design compressive stress in the masonry of at least 0,4 N/mm2. When a lower stress due to design loads
C)
For
horizontal
restraint
straps,
unless
otherwise
specified,
the
declared
ultimate
load capacity depends on there
recommendations
for workmanship
in BS EN
1996-2,
including
appropriate
supervision.
may be acting, for example
when autoclaved
aerated

concrete
or lightweight
aggregate
concrete masonry is used, the
being a design compressive stress in the masonry of at least 0,4 N/mm2. When a lower stress due to design loads
advicethe
should
be sought
and or
a partial
safety
factor
of 3may
should
be used.
  When
considering
effects
of misuse
accident
these
be
halved.
may
be acting,
for example
when autoclaved
aerated
concrete
orvalues

lightweight
aggregate
concrete masonry is used, the
manufacturer’s advice should be sought and a partial safety factor of 3 should be used.

B)
manufacturer’s

NA.2.2
NA.2.2

Verification of the overall stability of a building
Verification
of the overall
stability of a building
[see
BS EN 1996-3:2006,
4.1(P)]
[see
BS EN 1996-3:2006,
The verification
may be carried out4.1(P)]
in accordance with
BS EN
1996-1-1:2005,
withinwith
the scope of this
The
verification
may be5.4(1).

carriedAlternatively,
out in accordance
document,
the simplified
method
given in BS within
8103-2the
may
be used.
BS
EN 1996-1-1:2005,
5.4(1).
Alternatively,
scope
of this
document, the simplified method given in BS 8103-2 may be used.

NA.2.3
NA.2.3

General conditions
General
conditions
[see
BS EN
1996-3:2006, 4.2.1.1(1)P]
[see
BS ENvalue
1996-3:2006,
The numerical

ascribed to the4.2.1.1(1)P]
symbol hm is 12 m (Class 3).
The numerical value ascribed to the symbol hm is 12 m (Class 3).

2 ã ââ BSI
2ã
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British Standards Institution 2014
2 ã â BSI 2007


NA+A1:2014
NAtotoBS
BSEN
EN 1996-3:2006
1996-3:2006
NA.2.4

Capacity reduction factor
[see BS EN 1996-3:2006, 4.2.2.3(1)]
The value of ntmin, the minimum number of wall ties or connectors
per m2 of cavity wall, is 2.5.

NA.3 Decisions on the status of the
informative annexes and values for
the normative Annex D
NA.3.1

Decisions on the status of the informative
annexes

BS EN 1996-3:2006 informative Annexes A and C are not recommended
for use as they both give extremely conservative results which are not
economic compared with other available methods of design.

NA.3.2
NA.3.2.1

Values for the normative Annex D
Characteristic compressive strength determined with
a simplified method[see BS EN 1996-3:2006, D.1(1)]
The characteristic compressive strength, fk,s, should be taken from
Table NA.2.

Table NA.2
fb

Values for fk,s
Thin layer mortar

General purpose mortar

N/mm

M2

M4

M6

M12

Light weight mortar
M2

M4

M6

Clay units group 1
2

1.0

1.2

1.2

1.2

1.4

0.6

0.7

0.7

4

1.6

2.0

2.3

2.5

2.4

1.0

1.2

1.4

6

2.2

2.7

3.0

3.7

3.4

1.3

1.6

1.8

8

2.6

3.2

3.7

4.5

4.4

1.6

1.9

2.2

10

3.1

3.8

4.3

5.3

5.3

1.9

2.3

2.6

12

3.5

4.3

4.9

6.0

6.2

2.1

2.6

2.9

16

4.3

5.3

6.0

7.3

7.9

2.6

3.2

3.6

20

5.0

6.2

7.0

8.6

9.6

3.0

3.7

4.2

25

5.9

7.2

8.1

10.0

11.6

3.5

4.3

4.9

30

6.7

8.2

9.3

11.4

13.5

4.0

4.9

5.6

50

9.5

11.7

13.2

16.3

20.9

5.7

7.0

7.9

75

12.6

15.6

17.6

21.6

20.9

7.6

9.3

10.5

â BSI2014
2007ã3
ã 3
â The British Standards Institution


NA+A1:2014
to BS EN 1996-3:2006
NA to BS EN 1996-3:2006
Table NA.2
fb

Values for fk,s (continued)
Thin layer mortar

General purpose mortar

N/mm²

M2

M4

M6

M12

Light weight mortar
M2

M4

M6

Clay units group 2
2

0.8

1.0

1.0

1.0

1.1

0.5

0.6

0.6

4

1.3

1.6

1.8

2.0

1.8

0.8

1.0

1.1

6

1.7

2.1

2.4

3.0

2.5

1.1

1.3

1.5

8

2.1

2.6

2.9

3.6

3.0

1.3

1.6

1.8

10

2.5

3.0

3.4

4.2

3.5

1.5

1.9

2.1

12

2.8

3.5

3.9

4.8

4.0

1.8

2.2

2.4

16

3.4

4.2

4.8

5.9

4.9

2.1

2.6

3.0

20

4.0

4.9

5.6

6.9

5.7

2.5

3.1

3.5

25

4.7

5.8

6.5

8.0

6.7

2.9

3.6

4.1

30

5.3

6.6

7.4

9.1

7.6

3.3

4.1

4.6

50

7.6

9.4

10.6

13.0

10.8

4.8

5.9

6.6

75

10.1

12.5

14.1

17.3

10.8

6.3

7.8

8.8

Calcium silicate units group 1
2

1.0

1.2

1.2

1.2

1.4

–

–

–

4

1.6

2.0

2.3

2.5

2.6

–

–

–

6

2.2

2.7

3.0

3.7

3.7

–

–

–

8

2.6

3.2

3.7

4.5

4.7

–

–

–

10

3.1

3.8

4.3

5.3

5.7

–

–

–

12

3.5

4.3

4.9

6.0

6.6

–

–

–

16

4.3

5.3

6.0

7.3

8.4

–

–

–

20

5.0

6.2

7.0

8.6

10.2

–

–

–

25

5.9

7.2

8.1

10.0

12.3

–

–

–

30

6.7

8.2

9.3

11.4

14.4

–

–

–

50

9.5

11.7

13.2

16.3

22.2

–

–

–

Calcium silicate units group 2
2

0.8

1.0

1.0

1.0

1.3

–

–

–

4

1.3

1.6

1.8

2.0

2.3

–

–

–

6

1.7

2.1

2.4

3.0

3.2

–

–

–

8

2.1

2.6

2.9

3.6

4.1

–

–

–-

10

2.5

3.0

3.4

4.2

5.0

–

–

–

12

2.8

3.5

3.9

4.8

5.8

–

–

–

16

3.4

4.2

4.8

5.9

7.4

–

–

–

20

4.0

4.9

5.6

6.9

8.9

–

–

–

25

4.7

5.8

6.5

8.0

10.8

–

–

–

30

5.3

6.6

7.4

9.1

12.6

–

–

–

50

7.6

9.4

10.6

13.0

19.5

–

–

–

4 • ©© BSI
4 • 
The2007
British Standards Institution 2014


NA+A1:2014
NAtotoBS
BSEN
EN 1996-3:2006
1996-3:2006
Values for fk,s (continued)

Table NA.2


fb

General purpose mortar
M2
M4
M6
M12

N/mm²

Thin layer mortar

Light weight mortar
M2
M4
M6

group
1 and autoclaved
aerated
units
Aggregate concrete block units of
and
autoclaved
aerated block
unitsblock
of group
1 group 1
2

1.4
1.1

1.4

1.4

1.4

1.4

0.9

0.9
1.1

0.9
1.1

4

2.4
1.8

2.9
2.2

2.9
2.5

2.9
2.7

2.9
2.6

1.5

1.8

1.8
2.0

6

3.2
2.4

4.0
2.9

4.3
3.3

4.3
4.1

4.1
3.7

1.9

2.4

2.7

8

4.0
2.9

4.9
3.6

5.5
4.0

5.8
5.0

5.3
4.7

2.4

2.9

3.3

10

4.6
3.4

5.7
4.2

6.4
4.7

7.2
5.8

6.4
5.7

2.8

3.4

3.9

12

5.3
3.9

6.5
4.7

7.3
5.4

8.7
6.6

7.4
6.6

3.2

3.9

4.4

16

6.4
4.7

7.9
5.8

8.9
6.6

11.0
8.1

9.5
8.4

3.9

4.8

5.4

20

7.5
5.5

9.3
6.8

10.5
7.7

12.9
9.4

11.5
10.2

4.5

5.6

6.3

25

8.8
6.4

10.8
7.9

12.2

9.0

15.0
11.0

13.9
12.3

5.3

6.5

7.3

30

10.0
7.3

12.3
9.0

13.9
10.2

17.1
12.5

16.2
14.4

6.0

7.4

8.3

50

14.3
10.5

17.6
12.9

19.9
14.6

24.4
17.9

25.0
22.2

8.6

10.5

11.9

2 2
Aggregate concrete block units group
of group
2

1.0
1.4

1.3
1.4

1.3
1.4

1.3
1.4

1.4

0.9

1.1
0.9

1.1
0.9

4

1.7

2.3

2.1
2.8

2.3
2.8

2.6
2.8

2.5

1.5

1.8

2.0
1.8

6

2.2
3.0

2.8
3.7

3.1
4.2

3.8
4.2

3.5

1.9

2.4

2.7

8

2.7
3.7

3.4
4.5

3.8
5.1

4.7
5.6

4.5

2.4

2.9

3.3

10

3.2
4.3

4.0
5.3

4.5
6.0

5.5
7.0

5.4

2.8

3.4

3.9

12

3.6
4.9

4.5
6.0

5.1
6.8

6.2
8.4

6.3

3.2

3.9

4.4

16

4.5
6.0

5.5
7.4

6.2
8.3

7.6

10.3

8.0

3.9

4.8

5.4

20

5.2
7.0

6.4
8.6

7.2
9.8

8.9
12.0

9.7

4.5

5.6

6.3

25

6.1
8.2

7.5
10.1

8.5
11.4

10.4
14.0

11.7

5.3

6.5

7.3

30

6.9
9.3

8.5

11.5

9.6
13.0

11.9
16.0

13.7

6.0

7.4

8.3

50

9.9
13.3

12.2
16.4

13.8
18.5

16.0
22.8

21.1

8.6

10.5

NA.3.2.2

11.9 

Characteristic flexural strengths determined with a
simplified method [see BS EN 1996-3:2006, D.2(1)]
The characteristic flexural strengths, fxk1,s and fxk2,s, should be taken
from Table NA.3.
Provided that thin layer mortars and lightweight mortars are M5, or
stronger:
•

for thin layer mortars use the values given for M12 mortar;

ã

for lightweight mortars use the values given for M2 mortar.

â BSI2014
2007ã5
ã 5
â The British Standards Institution

NA+A1:2014
to BS EN 1996-3:2006
NA to BS EN 1996-3:2006

Table NA.3

Characteristic flexural strength of masonry,
fxk1,s and fxk2,s in N/mm2
Values of fxk1,s
Plane of failure parallel to bed
joints

Mortar strength class:

M2

Values of fxk2,s
Plane of failure perpendicular to bed joints

M12

M6 and M4

M12

M6 and M4

M2

less than 7%

0,7

0,5

0,4

2,0

1,5

1,2

between 7% and 12%

0,5

0,4

0,35

1,5

1,1

1,0

over 12%

0,4

0,3

0,25

1,1

0,9

0,8

Clay masonry units of groups 1 and 2 having a
water absorption (see Note 1) of:

}

}
Calcium silicate brick sized* masonry units

0,3

0,2

0,9

0,6

Aggregate concrete brick sized* masonry units

0,3

0,2

0,9

0,6

0,4

0,4

0,45

0,4

0,6

0,5

0,25

0,2

0,25

0,2

0,35

0,3

0,75

0.6

0,9 (see Note 4)

0,7 (see Note 4)

Aggregate concrete masonry units and
manufactured stone of groups 1 and 2 and AAC
masonry units used in walls
of thickness up to 100 mm (see Note 2
and 3) of declared compressive strength:
2,9
3,6
7,3
Aggregate concrete masonry units and
manufactured stone of groups 1 and 2 and AAC
masonry units used in walls
of thickness of 250 mm or greater (see Note 2
and 3), of declared compressive strength:
2,9
3,6
7,3
Aggregate concrete masonry units and
manufactured stone of groups 1 and 2 and AAC
masonry units used in walls of any thickness
(see Note 2), of declared compressive strength:
10,4

W17,5W

}

}

}

}

}

}

0,25

0,15

0,25

0,2

0,1

0,2

NOTE 1 Tests to determine the water absorption of clay masonry units are to be conducted in accordance with BS EN 772-7.
NOTE 2 The thickness should be taken to be the thickness of the wall, for a single-leaf wall, or the thickness of the leaf, for a cavity wall.
NOTE 3 Linear interpolation may be used to obtain the values of fxk1 and fxk2 for:
a) wall thicknesses greater than 100 mm and less than 250 mm;

b) compressive strengths between 2,9 N/mm2 and 7,3 N/mm2 in a wall of given thickness.
NOTE 4 When used with flexural strength in the parallel direction, assume the orthogonal ratio μ = 0,3.
* units not exceeding 337.5 mm × 225 mm ì 112.5 mm

6 ã ââ BSI
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The2007
British Standards Institution 2014


NA+A1:2014
NAtotoBS
BSEN
EN 1996-3:2006
1996-3:2006
NA.3.2.3

Characteristic initial shear strength of masonry determined with a simplified method
[see BS EN 1996-3:2006, D.3(1)]
The characteristic initial shear strength, fvko, should be taken from
Table NA.4.

Table NA.4
Masonry units

Clay

Calcium silicate

Values of the initial shear strength of masonry, fvko

Strength class of
fvko (N /mm2)
general purpose
General purpose Thin layer mortar
mortar
mortar
(bed joint u 0,5 mm
and W 3 mm)
M12

0,30

M4 and M6

0,20

M2

0,10

M12

0,20

M4 and M6

0,15

M2

0,10

Aggregate concrete,
M12
autoclaved aerated concrete, M4 and M6
manufactured stone and
M2
dimensioned natural stone

}
}
}

0,30

0,40

0,20
0,15
0,10

0,30

Lightweight
mortar

}
}
}

0,15

0,15

0,15

NA.4 References to non-contradictory
complementary information
When
considering
both
deviations,the
the

When
considering
bothdetailing
detailingand
and permissible
permissible deviations,
designer’s
drawn
to to
thefollowing
following non-contradictory
non-contradictory and
designer’sattention
attentionis is
drawn

and
complementary
complementaryinformation:
information:
PD 6697,
for the design
of masonry
structures to
XXXX:Recommendations
200Y, TITLE, [a standard
comprising
complementary
and
BS EN
1996-1-1
and
BS
EN
1996-2
non-contradictory material taken from BS 5628-1, BS 5628-2 and

BS 5628-3]
Morton
J. Designers’ guide to EN 1996-1-1 Eurocode 6: Design of
masonry
– Common
for reinforced
and unreinforced
Morton J.structures
Designers’

guide to rules
EN 1996-1-1
Eurocode
6: Design of
masonry
structures.
London:
Thomas
Telford
Ltd.,
2011.
masonry structures – Common rules for reinforced and
1)

1) London: Thomas Telford Ltd.
unreinforced
masonry
structures
Institution
of Structural
Engineers.
Manual
for the design of plain
masonry
in building
structures
Eurocodebuilding
6. London,
2008.
Manual for

the design
of plaintomasonry
structures
to
1) London:
Eurocode 6 Masonry
Institution
of Structural
Engineers
International
Society.
Eurocode
for masonry
EN 1996-1-1 and
EN 1996-2 – Guidance and worked
examples.
Penkhull,
2009.
1)

EUROCODE 6 HANDBOOK

London: Department of Communities

Roberts,
J.JGovernment
and O. Brooker. How to design masonry structures using
and Local
Eurocode 6. 1. Introduction to Eurocode 6. Camberley, The Concrete
Eurocode for Masonry, BS EN 1996: Guidance and Worked

Centre, 2013.
1)

Examples

Surrey: British Masonry Society

Roberts, J.J and O. Brooker. How to design masonry structures using
Eurocode 6. 2. Vertical resistance. Camberley, The Concrete Centre, 2013.
Roberts, J.J and O. Brooker. How to design masonry structures using
Eurocode 6. 3. Lateral resistance. Camberley, The Concrete Centre, 2013.
NHBC Technical Guidance Note: The Building Regulations 2011 edition.
Requirement A3. Disproportionate collapse.
BDA/CBA/APA, Masonry design for disproportionate collapse
requirements under Regulation A3 of the Building Regulations
1)
In preparation.
(England
and Wales)
â BSI2014
2007ã7
ã 7
â The British Standards Institution


NA+A1:2014
to BS EN 1996-3:2006
NA to BS EN 1996-3:2006

Bibliography

BS 8103-2, Structural design of low rise buildings –
Part 2: Code of practice for masonry walls for housing
BS EN 772-7, Methods of test for masonry units –
Part 7: Determination of water absorption of clay masonry damp
proof course units by boiling in water
BS EN 845-2, Specification for ancillary components for masonry –
Part 2: Lintels
BS EN 998-2, Specification for mortar for masonry –
Part 2: Masonry mortar
BS EN 1015-2, Methods of test for mortar for masonry –
Part 2: Bulk sampling of mortars and preparation of test mortars
BS EN 1015-11, Methods of test for mortar for masonry –
Part 11: Determination of flexural and compressive strength of
hardened mortar
BS EN 1996-1-1, Eurocode 6 – Design of masonry structures –
Part 1-1: General rules for reinforced and unreinforced masonry
structures
BS EN 1996-2, Eurocode 6 – Design of masonry structures –
Part 2: Design considerations, selection of materials and execution
of masonry

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