bs.na.en.1992.1.1.2004

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BS NA EN 1992-1-1 (2004) (English): UK National

Annex to Eurocode 2. Design of concrete

structures. General rules and rules for buildings

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NATIONAL NNEX

UK National nnex toEurocode : Design of

concrete structures

Part 1 1: General rules and rules for

buildings

ICS 91 010 30; 91 080 40

NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMIT TED Y COPYRIGHT LAW

N to BSEN

1992 1 1:2004

Incorporating

Nationalmendment No 1

ritish Standards

8/13/2019 bs.na.en.1992.1.1.2004


NA to BS EN 1992-1-1:2004

J;;SFSC100

From well-managed forests

Cert no_ sW COC 004238

www.fs .org© 1996 Forest Stewardship Council

This National Annex was

published under the authority

of the Standards Policy and. . . . : j - ~ j - n { ' · H Committee on

8 December 2005

.0 BSI 2009

First edition December 2005

The following BSI referencesrelate to the work on this

National Annex:

Committee reference B/525/2

Drafts for comment 05 30134002

09/30180415

ISBN 978 0 580 62664 7

Committees responsible for this

National nnex

The preparation of this National Annex was entrusted by Committee B/525,Building and civil engineering structures to B/525/2, Structural use ofconcrete, 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

Summary of pages

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

Amendments issued since publication

Amd. No. Date Comments

AMD 1 December 2009 See Introduction.

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© BSI 2009

N to BS EN 1992 1 1:2004

Contents

Committees

Introduction

NA.1 ScopeNA.2 Nationally Determined Parameters

NA.3 Decisions on the status of informative annexes

Page

Inside front cover

11

NA.4 References to non contradictory complementary information

21

21

22

Table NA.1 UK decisions for Nationally Determined Parameters described in

BS EN 1992-1-1:2004 2

Table NA.2 able deleted

Table NA.3 able deleted

Table NA.4 - Recommended values of Wm x

19

Table NA.5 - Basic ratios of span/effective depth for reinforced concretemembers without axial compression 20

Table NA.6a - Minimum mandrel diameter to avoid UUU <f ,v to reinforcement

for bars and wire 21

Table NA.6b - Minimum mandrel diameter to avoidfor welded reinforcement and fabrics bent after

to reinforcement

21

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National Annex informative) to BS EN 1992-1-1:2004, Eurocode 2: Design of

concrete structures - Par t 1-1: General rules and rules for buildings

Introduction

This National Annex has been prepared by BSI Subcommittee B/525/2, Structural use of concrete. In the

UK it is to be used in conjunction with BS EN 1992-1-1:2004.

NA to BS EN 1992-1-1:2004 incorporating Nat ional 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 5> ~ Minor editorial changes are not LG I : ; i ; vU

National Amendment No.1 has been made to reflect Corrigendum No.1 to BS EN 1992-1-1:2004.

NA.1 Scope

NA.1.1 This National Annex gives:

a) the UK decisions for the Nationally Determined Parameters described in the following subclauses of

BS EN 19921-1-1:2004:

2.3.3 3) 4.4.1.3 4) 6.4.3 6) - 9.2.1.3 1) - 11.3.5 l)P

2.4.2.1 1) - 5.1.3 l)P - 6.4.4 1) - 9.2.1.4 1) 11.3.5 2)P

2.4.2.2 1) - 5.2 5) - 6.4.5 3) 9.2.2 4) 11.3.7 1)

2.4.2.2 2) - 5.5 4) 6.4.5 4) 9.2.2 5) 11.6.1 1)

- 2.4.2.2 3) - 5.6.3 4) - 6.5.2 2) 9.2.2 2) 11.6.1 2)

- 2.4.2.3 1) - 5.8.3.1 1) 6.5.4 4) 9.2.2 7) 11.6.2 1)

- 2.4.2.4 1) 5.8.3.3 1) 6.5.4 6) - 9.2.2 8) - 11.6.4.1 1)

- 2.4.2.4 2) - 5.8.3.3 2) 6.8.4 1) 9.3.1.1 3) - 12.3.1 1)

2.4.2.5 2) 5.8.5 1) 6.8.4 5) - 9.5.2 21) -12.6.3 2)

3.1.2 2)P 5.8.6 3) 6.8.6 1) - 9.5.2 2) -A.2.1 1)

3.1.2 4) 5.10.1 6) - 6.8.6 3) - 9.5.2 3) A.2.1 2)

3.1.6 l)P 5.10.2.1 l)P - 6.8.7 1) - 9.5.3 3) A.2.2 1)

- 3.1.6 2)P - 5.10.2.1 2) - 7.2 2) 9.6.2 1) A.2.2 2)

- 3.2.2 3)P - 5 .10.2.2 4) 7.2 3) 9.6.3 1) A.2.3 1)

- 3.2.7 2) - 5 .10.2.2 5) 7 . 2 5) 9.7 1) C.1 1)

- 3.3.4 5) 5.10.3 2) 7.3.1 5) - 9.8.1 3) C.1 3)

- 3.3.6 7) - 5.10.8 2) 7.3.2 4) 9.8.2.1 1) - E.1 2)

- 4.4.1.2 3) 5.10.8 3) 7.3.4 3) 9.8.3 1) - J.1 3)

4.4.1.2 5) 5.10.9 l)P 7.4.2 2) - 9.8.3 2) - J.2.2 2)

4.4.1.2 6) 6.2.2 1) - 8.2 2) - 9.8.4 1) J.3 2)

4.4.1.2 7) 6.2.2 6) - 8.3 2) - 9.8.5 3) - J.3 3)

4.4.1.2 8) - 6.2.3 2) - 8.6 2) 9.10.2.2 2)

4.4.1.2 13) - 6.2.3 3) - 8.8 1) 9.10.2.3 3)

- 4.4.1.3 l)P - 6.2.4 4) 9.2.1.1 1) 9.10.2.3 4)

- 4.4.1.3 3) 6.2.4 6) 9.2.1.1 3) 9.10.2.4 2)

b) the UK decisions on the status of BS EN 1992-1-2:2004 informative annexes; and

c) references to non-contradictory complementary information.

NA.2 Nationally Determined Parameters

UK decisions for the Nationally Determined Parameters described in BS EN 1992-1-1:2004 are given in

Table NA.1.

BSI 2009 1

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Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 19

Subclause Nationally Determined Parameter EurocodeAi recommendation UK dec

2.3.3 3) Value of djoint 30m Use the recommended value

2.4.2.1 1) Partial factor for shrinkage 1,0 Use the recommended value

action YSH

2.4.2.2 1) Partial factor for 11 1 1::01v 1 1:: 1,0 0,9

YPJav

2.4.2.2 2) Partial factor for 11 1 1,3 1,1

YP,unfav2.4.2.2 ::) Partial factor for prestress Use the recommended value

YP,unfav for local effects

2.4.2.3 1) Partial factor for fatigue loads Use the recommended value

YFJat

2.4.2.4 1) Partial factors for materials for Table 2.1N Use the recommended values

ultimate limit states c and Ys

2.4.2.4 2) Partial factors for materials for 1,0 Use the recommended value

serviceability limit states c

and Ys

2.4.2.5 2) Value of kf 1,1 Use the recommended value

3.1.2 2)P Value of Cmax

C90/105 Use the recOlnmended value.

of concrete classe s higher tha

determined by tests, unless t

ItiRf l past performance

lncluchng the type of<;;>

shear strength of concrete str

C50/60 may be limited to tha

3.1.2 4) Value of k t 1,0

3.1.6 l)P Value of cc 1,0 for cOlnpression in flexur

for other phenomena. Howeve

conservatively as 0,85 for all

3.1.6 2)P Value of act 1,0 Use the recommended value

3.2.2 3)P Upper limit of yk 600MPa Use the recommended value

3.2.7 2) Design assumptions for 0,9Cuk Use the recommended value

reinforcement: value of Cud

3.3.4 5) Value of k Use the recommended value

Table NA,1 relates to BS gN 1992-1-1 incorporating Corrigendum No, 1 January 2008). ®

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Table N A l UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:20

Subclause Nationally Determined Parameter EurocodeAl recommendation UK decisi

3.3.6 (7) Design assumptions for 0,9Suk or if more accurate values are Use the recommended values

prestressing tendons: value of not known:

DudDud =0,02

fpO,lk/ )k =0,9

4.4.1.2 (3) Value of Cmin,b Post-tensioned bonded tendons in Use the recommended values

rectangular ducts: greater of the

smaller dimension or half the

dimension.

Post-tensioned bonded tendons

circular ducts: diameter.

Pre-tensioned tendons: x diameter

of strand or plain wire, x diameter

of indented wire.

4.4.1.2 (5) Structural classification and Table 4.3N for structural classification Use BS 8500-1:2006, Tables

values of minimum cover due Tables 4.4N and 4.5N for values of recommendations for concrete q

to environmental conditionsCmin,dur

exposure class and cover reinfo

Cmin,dut

4.4.1.2 6) Value of C d u r y Omm Use the recommended value

4.4.1.2 (7) Value of C d u r s t Omm omm unless justified by referen

such as the Concrete Society s g

stainless steel reinforcement [1]

4.4.1.2 8) Value of C d u r a d d Omm omm unless justified by referen

4.4.1.2 (13) Value of kb k: k3 kl =5 mm Use the recommended value

k 10mm15mm

4.4.1.3 (l)P Value of C d e v 10mm Use the recommended value

4.4.1.3 (3) Value of C d e v under controlled Expressions (4.3N) and (4.4N) Use the recommended values

conditions, - ----

I§ A Table NA1 relates to BS EN 1992-1-1 incorporating Corrigendum No.1 (January 2008).011

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Table NA.l UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:

Subclause

4.4.1.3

5.1.3 l)P

5.2

Nationally Determined Parameter I Eurocode A) recommendation

Values of and k2 40 mm

75 mm

The following load arrangements

should be considered:

a) alterna te spans

variable and

YQQk + yGG k + other spansonly the design

load YGGk + Pm;

b) any two adjacent spans carrying the

design variable and permanent loads

+ yGG k + PnJ; all other spans

carrying only the

load, yGG k +

UK dec

15> Use the recommended val

Use any of the following three

Consider the two load arran

the Eurocode for alternate and

b) Consider the two following

and alternate spans:

1) all spans carrying the des

permanent load YQQk + YGG

2) alternate spans carrying

permanent load YQQk + yGGcarrying only the design per

the same value of YG should

structure;

c) For slabs, use the all spans

described in b)l) if:

1) in a one-way spanning sla

exceeds 30 m2;

2) the ratio of the variable lload does not exceed 1,25

3) the variable load Qt. does

excluding partitions

In option c), when analysis is

arrangement described in b)l

moments except those at the

should be reduced by 20 , wi

in the span moments.

In this context a bay means aof a structure bounded on the

support.

The load arrangements in a), bBS EN 1990:2002, Expression

here, can also be drafted

Expressions andt ....

Value of 1 200 the recommended value

g I 15) A Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). I

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able NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:20

Subclause

5.5 (4)

5.6.3 (4)

5.8.3.1 (1)

5.8.3.3(1)

5.8.3.3 (2)

5.8.5 (1)

5.8.6 (3)

5.10.1 (6)

Nationally Determined Parameter

Moment redistribution

formula: values of

and

Values of OpI,

Value of

Value ofValue of

Methods of second order

Value ofYcE

EurocodeA) recOlnmendation

hI 0,44

h 1,25(0,6 +

1,25(0,6 + 0,001

Figure 5.6N

Alim = 20 · · n

0,310,62

Choice of the following two simplified

methods.

a) Method based on nominal stiffness.

Method based on nominal

curvature.

,2

lVlethods to avoid brittle failure IMethods A to E

of prestressed members

5.10.2.1 l)P IMaximum stressing force:

values of h and

hI =

°h = 0,9

5.10.2.1 (2) Maximum force: 0,95

value of

5.10.2.2 (4) IMinimum strength of concrete Ih4 = 50

at various stages of 30

prestressing: values of

and h5

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

UK decis

For steels with :s 500 MPa

hI =

0,6 +

0,7

0,8

For steels with Iyk > 500

those given for steels with

be used.

mo

PD 6687 gives further

bending moments.

Use the recommended values

Use the recommended value

Use the recommended valueUse the recommended value

Use either method


IAny of the methods A to E may




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Table NA.l - UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:

Subclause

5.10.2.2 (5)

5.10.3 (2)

5.10.8 (2)

5.10.8 (3)

5.10.9

6.2.2 (1)

6.2.2

6.2.3 (2)


Increase stress at time of

transfer of value

of

force H U 1 1 1 C ; U l C l

after tensioning: values of

and

Value of

Values of and Y6.P,inf

Values of and rinf

Values of Vmin, and hI for

normal shear

Value ofv

1 l l 111 l vH lh values of cote

EurocodeAl recommendation

k6 =0,7

0,75

0,85

100 MPa

Y6.P,sup -

Both values taken as 1,0 if linear

with uncracked sections is

applied

For pre-tensioning, unhonded tendons:

rsup 1,05 and rinf

For post-tensioning, bonded tendons:

rsup 1,10 and rinf 0,90

When appropriate measures

direct measurements of pretensioning)

are taken:

1 cote 2,5

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

UK dec



100 MPa unless the tendon isin which case ~ a p , U L S =0

3 =0,25 for d 500 mm; the

interpolated for the values of

and 1 000 mm.

Use the recommended

rsup -

r in f


See also 3.1.2 2)P for a r . ~ class> C50/60


See also 3.1.2 (2)P for a requi

class> C50/60

1 ote except in eleme

with externally applied tensio

restraint is not considered her

should be taken as 1,25

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Table NA.l UK decisions for Nationally Determ.ined Param.eters described in BS EN 1992 1 1:20

Subclause Nationally Determined Parameter EurocodeA recommendation U decis

6.2.3 (3) Values OfVl and a ew VI = as described by 15 vl=v 1-0,5cosa) 11Expression (6.3N) or takes the values However, if the design stress of

given in Expressions 6.10.aN) is below 80 of the characteris

and 6.10.bN) be taken as:

a ew takes the values given in Vl =0,54 1 - 0,5cosa) for fek .:s; 6

Expressions 6.11.aN), (6. l1.bN) and Vl = 0,84 - fck/200) (1 - 0,5cosa)

(6.11.cN) a ew is as follows:

1 for non-prestressed structure

(1 + aeplfedJ for° aep .:s; 0,25feel

1,25 for 0,25feel < a ep .:s; 0,5feel

2,5 1 - aeplfed for 0,5feel < a ep < 1

where:

a ep is the mean compressive stre

the concrete due to the design aobtained by averaging it over th

account of the reinforcement. Th

calculated at a distance less tha

of the support.

Note that the values of Vl and a

to give rise to a value of VRd,max

sections more than d from the e

purpose the value of bw does no

ducts.

In the case of straight tendons,

aq/fed> 0,5) and thin webs, if t

compression chords are able to

prestressing force and blocks ar

extremity of beams to disperse

may be assumed that the prestr

between the chords. In these ci

compression field due to shear o

in the web, i.e. a ew = 1.

See also 3.1.2 2)P for a require

class> C50/60.

Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). <61

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Subclause Nationally Determined Parameter Eurocode \) recommendation UK dec

6.2.4 4) Range of values of coter 1,0 ::;; cote f ::;; 2,0 for compression Use

flanges

1,0 cote f 1,25 for tension flanges- -

6.2.4 6) Value of k 0,4

6.4.3 6) Values of {3 {3 1,5 for a corner colulnn Use

{3= for an edge column

{3 = 1,15 for an internal colulnn

6.4.4 1) Values of Vmin and hI for =0,181yc Use the recommended value

punching shear Vmin = 0,035k3/2fck 2 See also 3.1.2 (2)P for a requi

ki = 0,1 class> C50/60

6.4.5 3) 1 he value of maximum liS VRd rnax=0 5vfcd VRd max=0 5

punching resistance adjacent In addition, V d should be lim

to column VRd,max control perimeter <51

6.4.5 4) The distance kd of the outer h = 1,5 liS}

perimeter of punching shear Unless the perimeter at whic

reinforcement from the required is less than 3d from

perimeter Uout column. In this case the reinf

in the zone 0 3d and 1 5d fro

area/column. The first perime

be no further than 0 5d from

column. <51

6.5.2 2) Value of v' v' = 1 - fck/250 Use the recommended value

6.5.4 4) Value of kI. hz =1,0 Use the recommended value

= 0,85

0,75-

6.5.4 6) Value of k4 = 3,0 Use the recommended value

6.8.4 1) Values of and parameters YFJat = 1,0 Use the

for S-N curves Values of parameters for S-N curves

for reinforcing steels given inTable 6.3N

Values of parameters for S-N curves

for prestressing steels given in

Table 6.4N

15) Table NAI relates to ns EN ] 992-] -1 incorporating Corrigendum No.1 Januar:y 2008).

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Subclause Nationally Determined Parameter EurocodeA) recommendation UK decisi

6.8.4 5) Value of k2 5 To be determined by consulting

6.8.6 1) Values of hI and k h1 70MPa Use the recommended values un

k2 =35 MPa agreed with appropriate authori

6.8.6 3) Value of k3 0,9 1,0

6.8.7 1) Fatigue: values for Nand k1 N 106 cycles Use the recommended value

=0,S5r ~ ~

7.2 2) Value of 0,6 Use the recommended value

7.2 3) Value of k2 0,45 Use the recommended value

7.2 5) Value of k5 k =O,S Use the recommended value

k4 = 1,0

k5

7.3.1 5) Limitations of crack Table 7.1N Use Table NA.4

width W max

7.3.2(4) Value of ct,p fe,eff in accordance with 7.3.2 2) Use the recommended value

7.3.4 3) Maximum crack spacing in k3 = Use the recommended value

Expression 7.11): values for k4 0,425

and k4

7.4.2 2) Values of basic span/depth Table 7.4N Use Table NA.5

ratios

8.2 2) Values of k and k2 k1 1m m Use the recommended value

k2 = 5 mm

8.3 2) Minimum mandrel Table S.lN Use in Table NA.6a) and Table N

diameter <Pm min

8.6 2) Anchorage capacity of a welded F btd = td<PtOtd ::;; F, Use the recommended value

bar

8.8 1) Additional rules for I <Plarge > 32 mm <Plarge > 40 mm

diameter bars: limiting bar size

9.2.1.1 1) Beams: minimum lAs = ,26 fctn/f k d 0,0013b td Use the recommended value

reinforcement areas

9.2.1.1 3) Beams: maximum lAs 0 04Ac Use the ~ m m p n l p l val,

reinforcement areas

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

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Subclause Nationally Determined Parameter Eurocoder\} reCOlTIlllendation UK dec

9.2.1.2 1) Beams: minimum ratio of span 31 0,15 31 =0,25

bending moment to be assumed

at supports in monolithic

construction

9.2.1.4 1) Anchorage of bottom /32 =0,25 Use the recommended value

reinforcement at an end

support: area of steel providedover supports with little or no

end fixity in

9.2.2 4) Minimum ratio of shear 1 3: 0,5 Use the recommended value

reinforcement in the form of

links

9.2.2 5) Minimum shear reinforcement IP1T,mm = 0,08.) fck lfyk Use the recommended value

9.2.2 6) Maximum longitudinal spacing Sl,rnax 0,75d(1 + Use the recommended value

of shear assemblies

9.2.2 7) Maximum longitudinal spacing Sb,max 0,6d 1 + cota) Use the recommended value

of bent-up bars

9.2.2 8) Maximum transverse s p ~ l n g St,max =0,75d s: 600 mm Use the recommended value

of links

9.3.1.1 3) Value of Smax,slabs For principal reinforcement: Use the recommended values

3h s: 400 mm slabs where reference may be

For secondary reinforcement: such as The Concrete Society

s: 450 mm

Dx : ~ I _ I I in areas with concentrated

loads or maximum moment where:

For principal reinforcement:

2h 250mm

For secondary reinforcement:

3h 400mm

9.5.2 1) Minimum diameter of cPmin =8 mIn cPmin =12 mmlongitudinal reinforcement in

columnsr r ~ ~ ~

9.5.2 2) Minimum area of longitudinal As,min =O,lONEdlfyd or 0,002Ac, Use the recommended value

reinforcement in columns whichever is greater~ ~ ~ ~ ~ ~ ~ ~

15) Table NA.1 to BS EN 1992-1-1 incorporating Corrigendum No.1 (,January 2008). ® I

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Table NA . l - UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:20

Subclause

9.5.2

9.5.3


Maxim urn area of longitudinal

reinforcement in columns

Maximum spacing of

transverse reinforcement in

columns Scl,tmax

EurocodeA> recommendation

= 4A c outside laps unless it

can be shown that the integrity of the

concrete will not be affected and thatthe full is achieved at the

ULS.

As,max 8Ac at

should take the least of the

three values:

a) 20 times the minimum diameter of

the longitudinal

b) the lesser dimension of the column;

c) 400 mm.

Table NA.l relates to BS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). <5

UK decisi

The recommended values apply.

consider the practical upper lim

to place the concrete arou

is considered further in PD 6687

Use the recommended value foFor concrete class> C50/60 trans

should satisfy the following: UnUslO

of confining hoops xrectangular columns:

I V l l ~ l L U U c t l ba

O I J U . v i _ U > - of lin

bo and ho are the of confinedirections dimension to the centr

K:2Ilbho

he

For circula r columns with circularan 1

1 s l 2 D o r ~circular columns with sniralli

an 11 sl2Do

is the diameter of the cocentre line of links). <51

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Table NA.l - U decisions for Nationally Determined Parameters described in BS EN 1992-1-1:

Subclause Nationally Determined Parameter Eurocode/l) recommendation UK dec

9.6.2 (1) Minimum and maximum area A, = 0,002Ac Use the recommended value

of vertical reinforcement in As,vmax = O,04Ac outside lap locationswalls unless it can be shown that the

integrity of the concrete is not affected

and that the full strength is achieved

at the ULS. This limit may be doubled

at laps.

9.6.3 (1) Minimum area of horizontal As 25 or O,OOIAc, whichever is Use the recommended values.

reinforcement in walls important age thermal a

be considered explicitly.

9.7 Minimum area of distribution As,dbmin = 0,1 but not less than 0,2 in each face

reinforcement in beams 150 mm

m in each face and in each

direction

9.8.1 (3) Value of ¢min for pile caps 8mm Use the .rnmmended val

9.8.2.1 .) Value of ¢min for columns and 8mm Use Immpnt1Pt1 ral

wall

9.8.3 (1) Value of ¢ for tie beams 8mm Use the recommended value

9.8.3 (2) Minimum downward load for q 10 kN m To be determined for each ind

tie beams

9.8.4 (1) Values of q and ¢mill q = 5 MPa Use the recommended values

¢min = 8 mm

9.8.5 (3) Values of Ac and As,bplllin Ac from Table 9.6N \0 il Use the recommended ll

As,bpmin from Table 9.6N

9.10.2.2 (2) Force to be resisted by q = 10 kN m ql= 20+4no li where no is the

peripheral tie: values of ql and Q = 70 kN the of the end span

Qz = 60 kN \0 il

IE) A Table NA 1 relates to TIS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). <51

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t dm

tvooc o

f IN

Table N A . l UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:20

Suhclause I Nationally Determined Parameter EurocodeA) recommendation

9.10.2.3 (3) IMinimum tensile force that an IFtie,int = 20 kN/m

internal tie is capable of

9.10.2.3 (4) IInternal ties on floors without Iq3 20 kN/m

screed: values of q3 and q4 q4 =70 kN

9.10.2.4 (2) Force to be resisted by

horizontal ties to external

columns and/or walls provided

at each floor level: values of

and

11.3.5 l)P IValue of alec lightweight 10,85

agl:rrega concrete)

11.3.5 (2)P IValue of a c t lightweight

concrete)

20 kN per metre of the fa<;ade

150kN

(5) Table NAI relates to BS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). 0lI

UK decisi

+ gk)I7,5] lr/5) Ft )

+ is the sum of the average

flOO1 loads (in kN/m2 ;

l1 is the of the distances

centres the colulnns, frames o

two adjacent floor spans in the d

consideration; and

F t = 20 + 4no) 60.

Maximum spacing

qk)(l1 /5 Ft ;;;::

where

+ qk) is the sum of the averag

floor loads (in kN/m2 ;

l1 is the greater of the distancescentres of the columns, frames o

two adjacent floor spans in the d

considera ion; and

F t = 20 + 4nn) 60.

=Ftie col the greater oftotal e ~ i g n ultimate v e V ' t ~ i a

column or wall at that level.

wall. Ftie,col in kN per column.

Tying of external walls is r

tie is not located within the wal

in

additional

LLtC tions in the UK

Use the recomlnended value

Use the recomlnended value

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I -Jo :;:..

CdmJ---;

Table NA . l - UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:

Subclause INationally Determined Parameter I EurocodeAl recommendation UK dec

11. 3. 7 1) IValue of h Ik 1,1 for lightweight aggregate IUse the recommended value

concrete with sand as fine aggregate

h =1,0 for lightweight ' - ' - - ' .LV_' - ' ' - ' J ' ' '

fine and coarse

11.6.1 IValues of CIRd,c, vI,min and ki [lEi> ClRd,c = 0 15/yc IUse the recOlnmended values

~ m i n =hI =0,15

11.6.2 IValue ofv1 IVI 0,5171[1 flck/250] I Ei VI = 0,5171[1 hck/250] gene

11.6.4.1 1) Value of k

12.3.1 1) Values of plain

concrete)

12.6.3 Value of k

A.2.1 1) Value of

A.2.1 2) Value of Ye,redl

A.2.2 Value of v Drl , ) and

A.2.2 2) Yc.red3

A.2.3 1) Value of 17 and Yc,red4

C.1 1) IValues for stress range,

minimum relative rib area

andfi

C.1 3)

IValues of

ah Euk

0,08

1,1

1,4

=0,8

0,8

Ys.red2 =

1,35

l] = 0,85

Table C.2N

fi=

For fyh a

=10 MPa

For hand Euk a = 0

Minimum and maximum values for

h Euk in accordance with Table

concrete, in Expressio

recommended value may be u

For lightweight concrete, V s

accordance with Note 2 of 6.2


acc,pl = 0,6

15> = 0,8 <51









I:>:

g I A) Table NA l relates to BS EN 1992-1-1 incorporating Corrigendum No.1 January 2008). < J

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to

3t> :I

go

.......

01

Table NA.l UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:20

Subclause Nationally Determined Parameter EurocodeAl recommendation UK decisi

E.1 2) Values of indicative Table E.IN Does not apply in the UK see

classes

J.1 2) Value of As,surfmin O,OlAct,ext Does not apply in the UK - see

Annex J

J.2.2 2) Value of tan8 0,4 tan8 Does not apply in the UK - see P

AnnexJ

J.3 2) Value of hI Does not apply in the UK - see P

Annex J

J.3 3) Value of h 0,5 Does not

AnnexJ

l \J)A) Table NA.1 relates to BS EN 1992-1-1 incorporating Corrigendum No.1 .January 2008).

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NA to BS EN 1992-1-1:2004

Table NA.4 Recommended values of W max

Exposure Reinforced members and prestressed Prestressed members with bonded tendonsmembers without bonded tendons frequent load combination)quasi-permanent load combination)

mm mm

XO, XCI 0,3a 0,2

XC2, XC3, XC4 0,3 0,2b

XD1, XD2, XD3, XSl, 0,2 and decompressionc

XS2, XS3

For XO, XCI classes, crack width has no influence on durability and this limit is set to produce acceptable appearance.

In the absence specific requirements for appearance this limit may be relaxed.

b For these exposure classes, in addition, decompression should be checked under the quasi-permanent combinati on of loads.

0,2 mm applies to parts of the member that do not have to be checked for decompression.

In the absence of specific requirements (e.g. water-tightness), it may be assumed that limiting thecalculated crack widths to the values of W

m xgiven in Table NAA under the quasi-permanent combination

of loads, will generally be satisfactory for reinforced concrete members in buildings with respect toappearance and durability.

The durability of prestressed members may be more critically affected by cracking. In the absence of moredetailed requirements, it may be assumed that limiting the calculated crack widths to the values of

m x

given in BS EN 1992-1-1 :2004, Table 7 1N, under the frequent combination of loads, will generally besatisfactory for prestressed concrete members. The decompression limit requires that all parts of the

bonded tendons or duct lie at least 25 mm within concrete in compression.

15 In BS EN 1992-1-1:2004, Expression (7.11) the cover, C should be taken as Cnoll1 . The use of the

resulting value of sr,max in BS EN 1992-1-1:2004, Expression (7.8) will then provide an estimation ofthe crack width at the surface of the concrete. In some situations, such as structures cast against the

ground, Cnom will be significantly greater than the cover required for durability. Where there are noappearance requirements it is reasonable to determine the crack width at the cover required fordurability 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 / .crleJ/c nom togive the crack width at the cover required for durability, and verifying that it is not greater than

Wlllax This approach assumes the crack width varies linearly with zero width at the face of the bar. 5J

BSI2009 17

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NA to BS EN 1992-1-1:2004

Table NA.6a) Minimum mandrel diameter to avoid damage to reinforcement for bars

and wire

Bar diameter, ¢ Minimum mandrel diameter, ¢m min for bends, hooks and loops

see BS EN 1992-1-1:2004, Figure 8.1)

mm mm

.::;;16 4¢

>16 7¢

NOTE Scheduling, dimensioning, bending and cutting of reinforcement should generally be in accordance with BS 8666.

Table NA.6b) - Minimum mandrel diame ter to avoid damage to reinforcement for weldedreinforcement and fabrics bent after welding

Location of transverse bar defined as a multiple of the bar diameter bar Minimum mandrel diameter, ¢m mindiameter, ¢

mm mm

Transverse bar inside or outside a bend or centre of a transverse bar 20¢

::;; 4¢ from a bend

Centre of transverse bars >4¢ from a bend 4¢ for ¢ 16

7¢ for ¢ 20

NOTE Scheduling, dimensioning, bending and cutting of reinforcement should generally be in accordance with BS 8666.

NA.3 Decisions on the status of informative annexes

BS EN 1992-1-1:2004 informative Annexes D, F, G, H and I may be used in the UK.

BS EN 1992-1-1:2004 informative Annexes E and J are not applicable in the UK. PD 6687 provides an

alternative informative Annex J that is acceptable for use in the UK.

NAA References to non-contradictory complementary information

NAA 1 General references

The following is a list of references that contain non-contradictory complementary informa tion for use with

BS EN 1992-1-1.

PD 6687:2005, Background paper t the UK National Annexes t BS EN 1992-1-1 and BS EN 1992-1-2.

Guidance on the use of stainless steel reinforcement Technical Report Concrete Society, 1998 [1].

Post-tensioned concrete floors - Design hwtdbook Technical The Concrete

Society, 2005 [2].

Deflections in concrete slabs and beams Technical Report No. Concrete Society, 2005 [3].

VOLLUM, R.L. and T.R. HOSSAIN, Are existin g span t depth rules conservative for flat slabs?Magazine of Concrete Research, vol. issue 6, 2002 [4].

- Standard method of detailing structural concrete A manual for best practice The Institution ofStructural Engineers/Concrete Society, [5].

NAA 2 References for conforming to building regulations in the UK

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

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

complimentary information. ®

ST 2 919

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Bibliography

Standards publications

BS 8110 all parts), Structural use of C07tCrete

BS 8550-1:2002, Concrete Complementary ritish Standard to S EN 206 1 Part 1: Method of

specifying and guidance for the specifier.

BS 8550-2:2002, Concrete - Complementary ritish Standard to S EN 206 1 Part 2: Specification forconstituent materials and concrete.

BS 8666, Scheduling dimensioning bending and cutting of steel reinforcement for concrete. Specification.

BS EN 1990:2002, Eurocode - asisof structural design.

BS EN 206-1:2000, Concrete Part 1: Specification perforrnance production and conformity.

PD 6687:2005, Bachground paper to the UK National Annexes to S EN 1992-1-1 and S EN 1992 1 2.

15) PD 6687-2:2008, Recommendations for the design of structures to S EN 1992 2:2005 ®

Other publications

[ ] 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 DOlnestic: 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. ®

20 BSI2009

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1992 1 1:2004

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