Incorporating
National

Amendment No.1

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Committees responsible for this

National Annex

The preparation of this National Annex was entrusted by Committee B/525,

Building and civil engineering structures, to B/525/2, Structural use of

concrete, upon which the following bodies were represented:

Association of Consulting Engineers
British Cement Association
British Precast Concrete Federation Ltd.
Building Research Establishment
Concrete Society
Department of Transport (Highways Agency)
Institution of Civil Engineers
Institution of Structural Engineers
Office of the Deputy Prime Minister
Scottish Building Standards Agency
UK Steel
Co-opted members

NA to BS EN 1992-1-1:2004

The following BSI references

relate to the work on this

National Annex:
Committee reference B/525/2
Drafts for comment 05/30134002
09/30180415

Amendments issued since publication

Amd. No.

Date

Comments

AMD 1

December 2009 See Introduction.

ISBN 978 0 580 62664 7

Summary of pages

This document comprises a front cover, an inside front cover, pages i, a

blank page, pages 1 to 20, an inside back cover and a back cover.
The BSI copyright notice displayed in this document indicates when

the document was last issued.

This National Annex was

published under the authority

of the Standards Policy and

Strategy Committee on

8 December 2005

© BSI 2009

First edition December 2005

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Table deleted

Table deleted

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NA to BS EN 1992-1-1:2004 incorporating National Amendment No. 1 supersedes NA to BS EN 1992-1-1:2004,

which is withdrawn.
The start and finish of text introduced or altered by National Amendment No. 1 is indicated in the text

by tags !". Minor editorial changes are not tagged.
National Amendment No. 1 has been made to reflect Corrigendum No. 1 to BS EN 1992-1-1:2004.

© BSI 2009

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¼

¼

¼

¼

¼

¼

¼

¼

¼

³

³

³

º

º

Eurocode

A)

recommendation

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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º

º

º

#

¼

#

#

#

#

Eurocode

A)

recommendation

!

Use BS 8500-1:2006, Tables A.5 and A.11 for

recommendations for concrete quality for a particular exposure class and cover reinforcement

c.

"

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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¼

¼

¼

¼

¼

¼

¼

¼

¼

¼

¼

¼

Ø

Eurocode

A)

recommendation

!

Use the recommended values

"

In

option c), when analysis is carried out using the load

arrangement described in b)1), the resulting support moments except those at the supports of cantilevers should be reduced by 20%, with a consequential increase

in the span moments.

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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º

º

N

º

N

Ø

Ä

Ä

µ

µ

µ



¼

Eurocode

A)

recommendation

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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#Ô

´

#Ô

´

8

´

N

´

¼

#

¼

#

¼

#

¼

#

¼

ÇÇ

Ø

N

Ø

N

N

Ø

N

Ø

Eurocode

A)

recommendation

!

1,25

"

.

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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Ç

³

Ç

Ç

³

Ç

Ç

³

N

Ç

³

8

³

Ô

Ô

N

Ô

N

Ô

Ô

Ô

Ô

Ø

Ç

³

Ô

³

Eurocode

A)

recommendation

!

ν

1

=ν

(1

−

0,5cos

α

)"

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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Ø

N

Ø

N

N

Ø

N

´´

´

´

¼

Ç

Ç

¼

¼

Eurocode

A)

recommendation

!

ν

Rd,max

=0,5

νf

cd

In addition,

ν

Ed

should be limited to 2

ν

Rd

c

at the first

control perimeter

"

Unless the perimeter at which reinforcement is no longer

required is less than 3

d

from the face of the loaded area/

column. In this case the reinforcement should be placed

in the zone 0,3

d

and 1,5

d

from the face of the loaded

area/column. The first perimeter of reinforcement should

be no further than 0,5

d

from the face of the loaded area/

column.

"

© BSI 2009

!

k=1,5

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

ν

Rd,max

=0,5

νf

cd

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Ô

Ê

Ê

Ô

N

Ê

Ê

8

Eurocode

A)

recommendation

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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´

´

´

´

Ò



³

³

N

N

N

N

N

Ê

Ê

Eurocode

A)

recommendation

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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Eurocode

A)

recommendation

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008)."

!Use the recommended value for concrete class

≤ C50/60.

For concrete class > C50/60, transverse reinforcement
should satisfy the following:

α

n

α

s

ω

wd

≥ 0,04, in which

ω

wd

=

(Volume of confining hoops × f

yd

/volume of concrete

× f

cd

)

For rectangular columns:

α

n

= 1

− Σ(b

i

2

/6) b

0

h

0

α

s

= [1

− (s/2b

0

)] [1

− (s/2h

0

)]

where:
n is the number of longitudinal bars laterally restrained
by links or ties
b

i

is the distance between consecutive bars that are

laterally restrained
s is the longitudinal spacing of links
b

0

and h

0

are the widths of confinement in the two

directions (dimension to the centre of links).

For circular columns with circular links:

α

n

= 1

α

s

= (1 – s/2D

0

)

2

For circular columns with spiral links

α

n

= 1

α

s

= (1 – s/2D

0

)

where D

0

is the diameter of the confined core (to the

centre line of links)."

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Ê

Ê

Eurocode

A)

recommendation

!

Values of

A

c

and

A

s,bpmin

A

c

from Table 9.6N

"

!

Q

2

Q

2

Q

2

q

1

=(20+4

n

0

)l

i

where

n

0

is the number of storeys and

l

i

is

the length of the end span

"

Ê

Ê

Ê

© BSI 2009

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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N

³

³

Eurocode

A)

recommendation

PD 6687 gives additional requirements related to the building regulations in the UK.

8

N

© BSI 2009

8

N

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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»

¼

»

¼

´

´

º

º

º

Eurocode

A)

recommendation

³

³

³

³

³

¼

¼

¼

¼

¼

¼

¼

© BSI 2009

¼

Ç

Ç

»

!

υ

l,min

=

0,28

k

3/2

f

lck

1/2

Use the recommended values

"

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

!

ν

l

= 0,5

η

1

[1

−

f

lck

/250] generally for lightweight

concrete, except in Expression (11.6.5), when the recommended value may be used. For lightweight concrete,

ν

l

should not be modified in

accordance with Note 2 of

6.2.3

(3).

"

!

α

ct,pl

= 0,8

"

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© BSI 2009

Ø

N

Ø

N

Eurocode

A)

recommendation

!

A)

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No. 1 (January 2008).

"

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!

Tables deleted."

© BSI 2009

16

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!

In BS EN 1992-1-1:2004, Expression (7.11) the cover, c should be taken as c

nom

. The use of the

resulting value of s

r,max

in BS EN 1992-1-1:2004, Expression (7.8) will then provide an estimation of

the crack width at the surface of the concrete. In some situations, such as structures cast against the

ground, c

nom

will be significantly greater than the cover required for durability. Where there are no

appearance requirements it is reasonable to determine the crack width at the cover required for

durability and verify that it does not exceed the relevant maximum crack width.
This may be done by multiplying the crack width determined at the surface by (c

min,dur

+ ∆c

dev

)/c

nom

to

give the crack width at the cover required for durability, and verifying that it is not greater than

w

max

. This approach assumes the crack width varies linearly with zero width at the face of the bar."

© BSI 2009

17

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Ò

Ò

NOTE 5 When the span/depth ratio obtained from NA.3 or Expressions (7.16a) or (7.16b) is adjusted using either (310/σ

s

) or

(500/f

yk

)(A

s,prov

/A

s,req

), such adjustment should be limited to a maximum value of 1.5. σ

s

should be calculated under characteristic

combination of load at serviceability limit state.
NOTE 6 The absolute value of span/depth may not, in any case, exceed 40K."

© BSI 2009

!

NOTE 4 The values of k in the table might not be appropriate when the form-work is struck at an early age or when the

construction loads exceed the design load. In these cases, the deflections may need to be calculated using advice in specialist
literature, e.g. the Concrete Society’s report on deflecions in concrete slabs and beams and an article for the Magazine of
Concrete Research entitled Are existing span to depth rules conservative for flat slabs?, both of which are referenced in NA.4.

18

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Ê

Ê

N

Ê
Ê

Ê

Ê

N Ê

Ê

Ê

Ê Ê N
Ê Ê N

!

The Building Regulations 2000 (England and Wales) [1,2], Building (Scotland) Regulations 2004

[3,4,5], and Building Regulations (Northern Ireland) 2000 [6] require that a building is constructed so

that in the event of an accident the building will not suffer collapse to an extent disproportionate to

the cause. Provisions of EN 1992-1-1 are not considered sufficient in some respects and details and

design approaches for satisfying this requirement are included in PD 6687 as non-contradictory

complimentary information."

© BSI 2009

NA.4.2 References for conforming to building regulations in the UK

19

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!

PD 6687-2:2008, Recommendations for the design of structures to BS EN 1992-2:2005"

!

[1] GREAT BRITAIN. The Building Regulations 2000. London: The Stationery Office.

[2] GREAT BRITAIN. The Building Regulations 2000 Approved Document A: Structure. London: The

Stationery Office, 2004.
[3] GREAT BRITAIN. Building (Scotland) Regulations 2004, as amended: The Stationery Office.
[4] GREAT BRITAIN. The Scottish Building Standards Technical Handbook Domestic: The Stationery

Office.
[5] GREAT BRITAIN. The Scottish Building Standards Technical Handbook Non-Domestic: The

Stationery Office.
[6] GREAT BRITAIN. Building Regulations (Northern Ireland) 2000. Belfast: The Stationery

Office."

© BSI 2009

20

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