Embed Size (px)
Citation preview
NATIONAL ANNEX NA to BS EN 1992-1-1:2004
UK National Annex to Eurocode 2: Design of concrete structures —
Part 1-1: General rules and rules for buildings
ICS 91.010.30; 91.080.40
�������������� ���������������������������������������������������
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
This National Annex was published under the authority of the Standards Policy and Strategy Committee on 8 December 2005
© BSI 8 December 2005
First edition December 2005
The following BSI references relate to the work on this National Annex:Committee reference B/525/2Draft for comment 05/30134002
ISBN 0 580 47244 2
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
Summary of pages
This document comprises a front cover, an inside front cover, page 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.
Amendments issued since publication
Amd. No. Date Comments
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 i
ContentsPage
Committees responsible Inside front cover
Introduction 1
NA.1 Scope 1NA.2 Nationally Determined Parameters 1
NA.3 Decisions on the status of informative annexes 19
NA.4 References to non-contradictory complementary information 19
Bibliography 20
Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 2Table NA.2 — Recommendations for normal-weight concrete quality for exposure classes XC, XD and XS and cover to reinforcement for a 50 year intended working life and 20 mm maximum aggregate size 15
Table NA.3 — Recommendations for normal-weight concrete quality for exposure class XC and cover to reinforcement for a 100 year intended working life and 20 mm maximum aggregate size 17
Table NA.4 — Recommended values of wmax 18
Table NA.5 — Basic ratios of span/effective depth for reinforced concrete members without axial compression 18
Table NA.6a) — Minimum mandrel diameter to avoid damage to reinforcement for bars and wire 19
Table NA.6b) — Minimum mandrel diameter to avoid damage to reinforcement for welded reinforcement and fabrics bent after welding 19
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
blank
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 1
National Annex (informative) to BS EN 1992-1-1:2004, Eurocode 2: Design of concrete structures — Part 1-1: General rules and rules for buildings
IntroductionThis 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.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)
— 2.4.2.1 (1)
— 2.4.2.2 (1)
— 2.4.2.2 (2)
— 2.4.2.2 (3)
— 2.4.2.3 (1)
— 2.4.2.4 (1)
— 2.4.2.4 (2)
— 2.4.2.5 (2)
— 3.1.2 (2)P
— 3.1.2 (4)
— 3.1.6 (1)P
— 3.1.6 (2)P
— 3.2.2 (3)P
— 3.2.7 (2)
— 3.3.4 (5)
— 3.3.6 (7)
— 4.4.1.2 (3)
— 4.4.1.2 (5)
— 4.4.1.2 (6)
— 4.4.1.2 (7)
— 4.4.1.2 (8)
— 4.4.1.2 (13)
— 4.4.1.3 (1)P
— 4.4.1.3 (3)
— 4.4.1.3 (4)
— 5.1.3 (1)P
— 5.2 (5)
— 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)
— 5.10.2.1 (1)P
— 5.10.2.1 (2)
— 5.10.2.2 (4)
— 5.10.2.2 (5)
— 5.10.3 (2)
— 5.10.8 (2)
— 5.10.8 (3)
— 5.10.9 (1)P
— 6.2.2 (1)
— 6.2.2 (6)
— 6.2.3 (2)
— 6.2.3 (3)
— 6.2.4 (4)
— 6.2.4 (6)
— 6.4.3 (6)
— 6.4.4 (1)
— 6.4.5 (3)
— 6.4.5 (4)
— 6.5.2 (2)
— 6.5.4 (4)
— 6.5.4 (6)
— 6.8.4 (1)
— 6.8.4 (5)
— 6.8.6 (1)
— 6.8.6 (3)
— 6.8.7 (1)
— 7.2 (2)
— 7.2 (3)
— 7.2 (5)
— 7.3.1 (5)
— 7.3.2 (4)
— 7.3.4 (3)
— 7.4.2 (2)
— 8.2 (2)
— 8.3 (2)
— 8.6 (2)
— 8.8 (1)
— 9.2.1.1 (1)
— 9.2.1.1 (3)
— 9.2.1.3 (1)
— 9.2.1.4 (1)
— 9.2.2 (4)
— 9.2.2 (5)
— 9.2.2 (2)
— 9.2.2 (7)
— 9.2.2 (8)
— 9.3.1.1 (3)
— 9.5.2 (21)
— 9.5.2 (2)
— 9.5.2 (3)
— 9.5.3 (3)
— 9.6.2 (1)
— 9.6.3 (1)
— 9.7 (1)
— 9.8.1 (3)
— 9.8.2.1 (1)
— 9.8.3 (1)
— 9.8.3 (2)
— 9.8.4 (1)
— 9.8.5 (3)
— 9.10.2.2 (2)
— 9.10.2.3 (3)
— 9.10.2.3 (4)
— 9.10.2.4 (2)
— 11.3.5 (1)P
— 11.3.5 (2)P
— 11.3.7 (1)
— 11.6.1 (1)
— 11.6.1 (2)
— 11.6.2 (1)
— 11.6.4.1 (1)
— 12.3.1 (1)
— 12.6.3 (2)
— A.2.1 (1)
— A.2.1 (2)
— A.2.2 (1)
— A.2.2 (2)
— A.2.3 (1)
— C.1 (1)
— C.1 (3)
— E.1 (2)
— J.1 (3)
— J.2.2 (2)
— J.3 (2)
— J.3 (3)
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.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
2 © BSI 8 December 2005
Ta
ble
NA
.1 —
UK
dec
isio
ns
for
Na
tio
na
lly
Det
erm
ined
Pa
ram
eter
s d
escr
ibed
in
BS
EN
199
2-1-
1:20
04
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
2.3.
3 (3
)V
alu
e of
djo
int
30 m
Use
th
e re
com
men
ded
valu
e
2.4.
2.1
(1)
Par
tial
fac
tor
for
shri
nka
ge
acti
on ¾
SH
1,0
Use
th
e re
com
men
ded
valu
e
2.4.
2.2
(1)
Par
tial
fac
tor
for
pres
tres
s ¾ P
,fav
1,0
0,9
2.4.
2.2
(2)
Par
tial
fac
tor
for
pres
tres
s ¾ P
,un
fav
1,3
1,1
2.4.
2.2
(3)
Par
tial
fac
tor
for
pres
tres
s ¾ P
,un
fav
for
loca
l eff
ects
1,2
Use
th
e re
com
men
ded
valu
e
2.4.
2.3
(1)
Par
tial
fac
tor
for
fati
gue
load
s ¾ F
,fat
1,0
Use
th
e re
com
men
ded
valu
e
2.4.
2.4
(1)
Par
tial
fact
ors
for
mat
eria
ls fo
r u
ltim
ate
lim
it s
tate
s ¾ C
an
d ¾ S
Tab
le 2
.1N
Use
th
e re
com
men
ded
valu
es
2.4.
2.4
(2)
Par
tial
fact
ors
for
mat
eria
ls fo
r se
rvic
eabi
lity
lim
it s
tate
s ¾ C
an
d ¾ S
1,0
Use
th
e re
com
men
ded
valu
e
2.4.
2.5
(2)
Val
ue
of k
f1,
1U
se t
he
reco
mm
ende
d va
lue
3.1.
2 (2
)PV
alu
e of
Cm
axC
90/1
05U
se th
e re
com
men
ded
valu
e. H
owev
er, t
he
shea
r st
ren
gth
of
con
cret
e cl
asse
s h
igh
er t
han
C50
/60
shou
ld b
e de
term
ined
by
test
s, u
nle
ss t
her
e is
evi
den
ce o
f sa
tisf
acto
ry p
ast
perf
orm
ance
of
the
part
icu
lar
mix
in
clu
din
g th
e ty
pe o
f ag
greg
ates
use
d. A
lter
nat
ivel
y,
shea
r st
ren
gth
of
con
cret
e st
ren
gth
cla
sses
hig
her
th
an
C50
/60
may
be
lim
ited
to
that
of
C50
/60.
3.1.
2 (4
)V
alu
e of
kt
0,85
1,0
3.1.
6 (1
)PV
alu
e of
µcc
1,0
0,85
for
com
pres
sion
in f
lexu
re a
nd
axia
l loa
din
g an
d 1,
0 fo
r ot
her
ph
enom
ena.
How
ever
, µcc
may
be
take
n
con
serv
ativ
ely
as 0
,85
for
all p
hen
omen
a.
3.1.
6 (2
)PV
alu
e of
µct
1,0
Use
th
e re
com
men
ded
valu
e
3.2.
2 (3
)PU
pper
lim
it o
f f y
k60
0 M
Pa
Use
th
e re
com
men
ded
valu
e
3.2.
7 (2
)D
esig
n a
ssu
mpt
ion
s fo
r re
info
rcem
ent:
val
ue
of ¼
ud
0,9¼
uk
Use
th
e re
com
men
ded
valu
e
3.3.
4 (5
)V
alu
e of
k1,
1U
se t
he
reco
mm
ende
d va
lue
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 3
3.3.
6 (7
) D
esig
n a
ssu
mpt
ion
s fo
r pr
estr
essi
ng
ten
don
s: v
alu
e of
¼ u
d
0,9¼
uk o
r if
mor
e ac
cura
te v
alu
es a
re
not
kn
own
:
¼ ud
= 0
,02
f p0,
1k/f
pk =
0,9
Use
th
e re
com
men
ded
valu
es
4.4.
1.2
(3)
Val
ue
of c
min
,bP
ost-
ten
sion
ed b
onde
d te
ndo
ns
in
rect
angu
lar
duct
s: g
reat
er o
f th
e sm
alle
r di
men
sion
or
hal
f th
e gr
eate
r di
men
sion
.
Pos
t-te
nsi
oned
bon
ded
ten
don
s ci
rcu
lar
duct
s: d
iam
eter
.
Pre
-ten
sion
ed t
endo
ns:
1,5
× d
iam
eter
of
str
and
or p
lain
wir
e, 2
,5 ×
dia
met
er
of in
den
ted
wir
e.
Use
th
e re
com
men
ded
valu
es
4.4.
1.2
(5)
Str
uct
ura
l cla
ssif
icat
ion
an
d va
lues
of
min
imu
m c
over
du
e to
en
viro
nm
enta
l con
diti
ons
c min
,du
r
Tab
le 4
.3N
for
str
uct
ura
l cla
ssif
icat
ion
Tab
les
4.4N
an
d 4.
5N f
or v
alu
es o
f c m
in,d
ur
Use
BS
850
0-1:
2002
, Tab
les
A.6
, A.7
, A.1
0, A
.11,
A.1
2,
A.1
3 an
d A
.14
for
reco
mm
enda
tion
s fo
r co
ncr
ete
qual
ity
for
a pa
rtic
ula
r ex
posu
re c
lass
an
d co
ver
rein
forc
emen
t c.
Tab
le N
A.2
an
d T
able
NA
.3 m
ay a
lso
be u
sed
beca
use
they
pr
esen
t th
e sa
me
info
rmat
ion
giv
en in
BS
850
0-1
but
in a
m
ore
com
pact
for
m.
4.4.
1.2
(6)
Val
ue
of %
c du
r,¾
0 m
mU
se t
he
reco
mm
ende
d va
lue
4.4.
1.2
(7)
Val
ue
of %
c du
r,st
0 m
m0
mm
un
less
just
ifie
d by
ref
eren
ce t
o sp
ecia
list
lite
ratu
re
such
as
the
Con
cret
e S
ocie
ty’s
gu
idan
ce o
n t
he
use
of
stai
nle
ss s
teel
rei
nfo
rcem
ent
[1].
4.4.
1.2
(8)
Val
ue
of %
c du
r,ad
d0
mm
0 m
m u
nle
ss ju
stif
ied
by r
efer
ence
to
spec
iali
st li
tera
ture
4.4.
1.2
(13)
Val
ue
of k
1, k
2, k
3k 1
= 5
mm
k 2 =
10
mm
k 3 =
15
mm
Use
th
e re
com
men
ded
valu
e
4.4.
1.3
(1)P
Val
ue
of %
c dev
10 m
mU
se t
he
reco
mm
ende
d va
lue
4.4.
1.3
(3)
Val
ue
of %
c dev
un
der
con
trol
led
con
diti
ons
Exp
ress
ion
s (4
.3N
) an
d (4
.4N
)U
se t
he
reco
mm
ende
d va
lues
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
4 © BSI 8 December 2005
4.4.
1.3
(4)
Val
ues
of
k 1 a
nd
k 2k 1
= 4
0 m
mk 2
= 7
5 m
mk 1
= 4
0 m
mk 2
= 6
5 m
m
5.1.
3 (1
)P
Sim
plif
ied
load
arr
ange
men
tsT
he
foll
owin
g lo
ad a
rran
gem
ents
sh
ould
be
con
side
red:
a) a
lter
nat
e sp
ans
carr
yin
g th
e de
sign
va
riab
le a
nd
perm
anen
t lo
ad
k +
¾GG
k +
Pm
), o
ther
spa
ns
carr
yin
g on
ly t
he
desi
gn p
erm
anen
t lo
ad ¾
GG
k +
Pm
;
b) a
ny
two
adja
cen
t sp
ans
carr
yin
g th
e de
sign
var
iabl
e an
d pe
rman
ent
load
s (¾
k +
¾GG
k +
Pm
); a
ll o
ther
spa
ns
carr
yin
g on
ly t
he
desi
gn p
erm
anen
t lo
ad, ¾
GG
k +
Pm
.
Use
an
y of
th
e fo
llow
ing
thre
e op
tion
s.
a) C
onsi
der
the
two
load
arr
ange
men
ts r
ecom
men
ded
in
the
Eu
roco
de f
or a
lter
nat
e an
d ad
jace
nt
span
s.
b) C
onsi
der
the
two
foll
owin
g ar
ran
gem
ents
for
all
spa
ns
and
alte
rnat
e sp
ans:
1) a
ll s
pan
s ca
rryi
ng
the
desi
gn v
aria
ble
and
perm
anen
t lo
ad (¾ Q
Qk
+ ¾
GG
k +
Pm
);2)
alt
ern
ate
span
s ca
rryi
ng
the
desi
gn v
aria
ble
and
perm
anen
t lo
ad (¾ Q
Qk
+ ¾
GG
k +
Pm
), o
ther
spa
ns
carr
yin
g on
ly t
he
desi
gn p
erm
anen
t lo
ad ¾
GG
k +
Pm
; th
e sa
me
valu
e of
¾G s
hou
ld b
e u
sed
thro
ugh
out
the
stru
ctu
re;
c) F
or s
labs
, use
th
e al
l spa
ns
load
ed a
rran
gem
ent
desc
ribe
d in
b)1
) if
:
1) in
a o
ne-
way
spa
nn
ing
slab
th
e ar
ea o
f ea
ch b
ay
exce
eds
30 m
2 ;
2) t
he
rati
o of
th
e va
riab
le lo
ad Q
k to
th
e pe
rman
ent
load
Gk
does
not
exc
eed
1,25
; an
d
3) t
he
vari
able
load
Qk
does
not
exc
eed
5 kN
/m2
excl
udi
ng
part
itio
ns.
Wh
en a
nal
ysis
is c
arri
ed o
ut
usi
ng
the
load
arr
ange
men
t de
scri
bed
in b
)1),
th
e re
sult
ing
supp
ort
mom
ents
exc
ept
thos
e at
th
e su
ppor
ts o
f ca
nti
leve
rs s
hou
ld b
e re
duce
d by
20
%, w
ith
a c
onse
quen
tial
incr
ease
in t
he
span
mom
ents
.In
th
is c
onte
xt a
bay
mea
ns
a st
rip
acro
ss t
he
full
wid
th
of a
str
uct
ure
bou
nde
d on
th
e ot
her
tw
o si
des
by li
nes
of
supp
ort.
Th
e lo
ad a
rran
gem
ents
in a
), b
) an
d c)
are
dra
fted
usi
ng
BS
EN
199
0:20
02, E
xpre
ssio
n (6
.10)
. Alt
hou
gh n
ot s
how
n
her
e, t
hey
can
als
o be
dra
fted
usi
ng
BS
EN
199
0:20
02,
Exp
ress
ion
s (6
.10a
) an
d (6
.10b
).
5.2
(5)
Val
ue
of Ú
01/
200
Use
th
e re
com
men
ded
valu
e
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 5
5.5
(4)
Mom
ent
redi
stri
buti
on
form
ula
: val
ues
of k
1, k
2, k
3, k
4,
k 5 a
nd
k 6
k 1 =
0,4
4k 2
= 1
,25(
0,6
+ 0
,001
4/¼
cu2)
k 3 =
0,5
4k 4
= 1
,25(
0,6
+ 0
,001
4/¼
cu2)
k 5 =
0,7
k 6 =
0,8
For
ste
els
wit
h f
yk k
500
MP
a
k 1 =
k3
= 0
,4k 2
= k
4 =
0,6
+ 0
,001
4/¼
cu2
k 5 =
0,7
k 6 =
0,8
For
ste
els
wit
h f y
k >
500
MP
a, m
ore
rest
rict
ive
valu
es th
an
thos
e gi
ven
for
ste
els
wit
h f
yk k
500
MP
a m
ay b
e n
eed
to
be u
sed.
PD
668
7 gi
ves
furt
her
gu
idan
ce o
n t
he
redi
stri
buti
on o
f be
ndi
ng
mom
ents
.
5.6.
3 (4
)V
alu
es o
f Ú
pl,d
Fig
ure
5.6
NU
se t
he
reco
mm
ende
d va
lues
5.8.
3.1
(1)
Val
ue
of Æ
lim
Æ lim
= 2
0·A·B
·C/Æ
nU
se t
he
reco
mm
ende
d va
lue
5.8.
3.3
(1)
Val
ue
of k
10,
31U
se t
he
reco
mm
ende
d va
lue
5.8.
3.3
(2)
Val
ue
of k
20,
62U
se t
he
reco
mm
ende
d va
lue
5.8.
5 (1
)M
eth
ods
of s
econ
d or
der
anal
ysis
Ch
oice
of
the
foll
owin
g tw
o si
mpl
ifie
d m
eth
ods.
a) M
eth
od b
ased
on
nom
inal
sti
ffn
ess.
b) M
eth
od b
ased
on
nom
inal
cu
rvat
ure
.
Use
eit
her
met
hod
5.8.
6 (3
)V
alu
e of
¾cE
1,2
Use
th
e re
com
men
ded
valu
e
5.10
.1 (
6)M
eth
ods
to a
void
bri
ttle
fail
ure
of
pre
stre
ssed
mem
bers
Met
hod
s A
to
EA
ny
of t
he
met
hod
s A
to
E m
ay b
e u
sed.
5.10
.2.1
(1)
PM
axim
um
str
essi
ng
forc
e:
valu
es o
f k 1
an
d k 2
k 1 =
0,8
k 2 =
0,9
Use
th
e re
com
men
ded
valu
e
5.10
.2.1
(2)
Max
imu
m s
tres
sin
g fo
rce:
va
lue
of k
3
0,95
Use
th
e re
com
men
ded
valu
e
5.10
.2.2
(4)
Min
imu
m s
tren
gth
of
con
cret
e at
var
iou
s st
ages
of
pres
tres
sin
g: v
alu
es o
f k 4
an
d k 5
k 4 =
50
%k 5
= 3
0 %
Use
th
e re
com
men
ded
valu
e
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
6 © BSI 8 December 2005
5.10
.2.2
(5)
Incr
ease
of
stre
ss a
t ti
me
of
tran
sfer
of
pres
tres
s: v
alu
e
of k
6
k 6 =
0,7
Use
th
e re
com
men
ded
valu
e
5.10
.3 (
2)P
rest
ress
ing
forc
e im
med
iate
ly
afte
r te
nsi
onin
g: v
alu
es o
f k 7
an
d k 8
k 7 =
0,7
5k 8
= 0
,85
Use
th
e re
com
men
ded
valu
e
5.10
.8 (
2)V
alu
e of
%Ö
p,U
LS
100
MP
a10
0 M
Pa
un
less
th
e te
ndo
n is
ou
twit
h ¶
d fr
om t
he
ten
sion
fa
ce, i
n w
hic
h c
ase %Ö
p,U
LS =
0. ¶
= 0
,1 f
or d
U 1
000
mm
; ¶
= 0
,25
for
d k
500
mm
; th
e va
lue
of ¶
may
be
inte
rpol
ated
for
th
e va
lues
of
d b
etw
een
500
mm
an
d 1
000
mm
.
5.10
.8 (
3)V
alu
es o
f ¾ %
P,s
up
and ¾ %
P,in
f¾ %
P,s
up
= 1
,2
¾ %P
,inf =
0,8
Bot
h v
alu
es t
aken
as
1,0
if li
nea
r an
alys
is w
ith
un
crac
ked
sect
ion
s is
ap
plie
d
Use
th
e re
com
men
ded
valu
e
5.10
.9 (
1)P
Val
ues
of
r su
p an
d r i
nf
For
pre
-ten
sion
ing,
un
bon
ded
ten
don
s:
r su
p =
1,0
5 an
d r i
nf =
0,9
5
For
pos
t-te
nsi
onin
g, b
onde
d te
ndo
ns:
r s
up
= 1
,10
and
r in
f = 0
,90
Wh
en a
ppro
pria
te m
easu
res
(e.g
. di
rect
mea
sure
men
ts o
f pre
ten
sion
ing)
ar
e ta
ken
: r s
up
= 1
,0 a
nd
r in
f = 1
,0
r su
p =
1,0
r in
f = 1
,0
6.2.
2 (1
)V
alu
es o
f C
Rd,
c, v m
in, a
nd
k 1 f
or
nor
mal
sh
ear
CR
d,c =
0,1
8/¾ c
v min
= 0
,035
k3/2 f
ck1/
2
k 1 =
0,1
5
Use
th
e re
com
men
ded
valu
esS
ee a
lso
3.1.
2 (2
)P f
or a
req
uir
emen
t fo
r co
ncr
ete
cl
ass
> C
50/6
0
6.2.
2 (6
)V
alu
e of
ÉÉ
= 0
,6[1
– f
ck/2
50]
Use
th
e re
com
men
ded
valu
eS
ee a
lso
3.1.
2 (2
)P f
or a
req
uir
emen
t fo
r co
ncr
ete
cl
ass
> C
50/6
0
6.2.
3 (2
)L
imit
ing
valu
es o
f co
tÚ1 k
cotÚ k
2,5
1 k
cotÚ k
2,5
, exc
ept i
n e
lem
ents
in w
hic
h s
hea
r co
-exi
sts
wit
h e
xter
nal
ly a
ppli
ed t
ensi
on (
i.e. t
ensi
on c
ause
d by
re
stra
int
is n
ot c
onsi
dere
d h
ere)
. In
th
ese
elem
ents
, cotÚ
shou
ld b
e ta
ken
as
1,0.
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 7
6.2.
3 (3
)V
alu
es o
f É 1
an
d µ
cwÉ 1
= É
as
desc
ribe
d by
E
xpre
ssio
n (
6.3N
) or
tak
es t
he
valu
es
give
n in
Exp
ress
ion
s (6
.10.
aN)
an
d (6
.10.
bN)
µcw
tak
es t
he
valu
es g
iven
in
Exp
ress
ion
s (6
.11.
aN),
(6.
11.b
N)
and
(6.1
1.cN
)
É 1 =
ÉH
owev
er, i
f th
e de
sign
str
ess
of t
he
shea
r re
info
rcem
ent
is b
elow
80
% o
f th
e ch
arac
teri
stic
yie
ld s
tres
s f y
k, É
1 m
ay
be t
aken
as:
É 1 =
0,5
4(1
– 0,
5cosµ
) fo
r f c
k k
60
MP
aÉ 1
= (
0,84
– f
ck/2
00)(
1 –
0,5c
osµ
) >
0,5
for
fck
U 6
0 M
Pa
µcw
is a
s fo
llow
s:1
for
non
-pre
stre
ssed
str
uct
ure
s(1
+ Ö
cp/f
cd)
for
0 <
Öcp
k 0
,25f
cd
1,25
for
0,2
5fcd
< Ö
cp k
0,5
f cd
2,5(
1 – Ö
cp/f
cd)
for
0,5f
cd <
Öcp
< 1
,0f c
d
wh
ere:
Öcp
is t
he
mea
n c
ompr
essi
ve s
tres
s, m
easu
red
posi
tive
, in
th
e co
ncr
ete
due
to t
he
desi
gn a
xial
for
ce. T
his
sh
ould
be
obta
ined
by
aver
agin
g it
ove
r th
e co
ncr
ete
sect
ion
tak
ing
acco
un
t of
th
e re
info
rcem
ent.
Th
e va
lue
of Ö
cp n
eed
not
be
calc
ula
ted
at a
dis
tan
ce le
ss t
han
0,5
dco
tÚ f
rom
th
e ed
ge
of t
he
supp
ort.
Not
e th
at t
he
valu
es o
f É 1
an
d µ
cw s
hou
ld n
ot b
e su
ch a
s to
giv
e ri
se t
o a
valu
e of
VR
d,m
ax g
reat
er t
han
200
(bw)2
at
sect
ion
s m
ore
than
d f
rom
th
e ed
ge o
f a
supp
ort.
For
th
is
purp
ose
the
valu
e of
bw d
oes
not
nee
d to
be
redu
ced
for
duct
s.In
th
e ca
se o
f st
raig
ht
ten
don
s, a
hig
h le
vel o
f pr
estr
ess
(Öcp
/fcd
> 0
,5)
and
thin
web
s, if
th
e te
nsi
on a
nd
the
com
pres
sion
ch
ords
are
abl
e to
car
ry t
he
wh
ole
pres
tres
sin
g fo
rce
and
bloc
ks a
re p
rovi
ded
at t
he
extr
emit
y of
bea
ms
to d
ispe
rse
the
pres
tres
sin
g fo
rce
it
may
be
assu
med
th
at t
he
pres
tres
sin
g fo
rce
is d
istr
ibu
ted
betw
een
th
e ch
ords
. In
th
ese
circ
um
stan
ces,
th
e co
mpr
essi
on f
ield
du
e to
sh
ear
only
sh
ould
be
con
side
red
in t
he
web
, i.e
. µcw
= 1
.
See
als
o 3.
1.2
(2)P
for
a r
equ
irem
ent
for
con
cret
e
clas
s >
C50
/60.
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
8 © BSI 8 December 2005
6.2.
4 (4
)R
ange
of
valu
es o
f co
tÚf
1,0 k
cotÚ f
k 2
,0 f
or c
ompr
essi
on
flan
ges
1,0 k
cotÚ f
k 1
,25
for
ten
sion
fla
nge
s
Use
th
e re
com
men
ded
valu
e
6.2.
4 (6
)V
alu
e of
k0,
4U
se t
he
reco
mm
ende
d va
lue
6.4.
3 (6
)V
alu
es o
f ¶
¶ =
1,5
for
a c
orn
er c
olu
mn
¶ =
1,4
for
an
edg
e co
lum
n¶
= 1
,15
for
an in
tern
al c
olu
mn
Use
th
e re
com
men
ded
valu
es
6.4.
4 (1
)V
alu
es o
f C
Rd,
c, v m
in a
nd
k 1 f
or
pun
chin
g sh
ear
CR
d,c =
0,1
8/¾ c
v min
= 0
,035
k3/2 f
ck1/
2
k 1 =
0,1
Use
th
e re
com
men
ded
valu
eS
ee a
lso
3.1.
2 (2
)P f
or a
req
uir
emen
t fo
r co
ncr
ete
cl
ass
> C
50/6
0
6.4.
5 (3
)T
he
valu
e of
max
imu
m
pun
chin
g re
sist
ance
adj
acen
t to
col
um
n V
Rd,
max
VR
d,m
ax =
0,5Éf
cdU
se t
he
reco
mm
ende
d va
lue
6.4.
5 (4
)T
he
dist
ance
kd
of
the
oute
r pe
rim
eter
of
pun
chin
g sh
ear
rein
forc
emen
t fr
om t
he
peri
met
er U
out
k =
1,5
k =
1,5
un
less
th
e pe
rim
eter
at
wh
ich
rei
nfo
rcem
ent
is n
o lo
nge
r re
quir
ed is
less
th
an 3
d fr
om t
he
face
of t
he
load
ed
area
/col
um
n. I
n t
his
cas
e th
e re
info
rcem
ent
shou
ld b
e pl
aced
in t
he
zon
e 0,
3d a
nd
1,5d
fro
m t
he
face
of
the
colu
mn
.
6.5.
2 (2
)V
alu
e of
É’
É’ =
1 –
fck
/250
Use
th
e re
com
men
ded
valu
e
6.5.
4 (4
)V
alu
e of
k1,
k2,
k3
k 1 =
1,0
k 2 =
0,8
5k 3
= 0
,75
Use
th
e re
com
men
ded
valu
e
6.5.
4 (6
)V
alu
e of
k4
k 4 =
3,0
Use
th
e re
com
men
ded
valu
e
6.8.
4 (1
)V
alu
es o
f ¾F
,fat
an
d pa
ram
eter
s fo
r S
-N c
urv
es¾ F
,fat
= 1
,0
Val
ues
of
para
met
ers
for
S-N
cu
rves
fo
r re
info
rcin
g st
eels
giv
en in
T
able
6.3
NV
alu
es o
f pa
ram
eter
s fo
r S
-N c
urv
es
for
pres
tres
sin
g st
eels
giv
en in
T
able
6.4
N
Use
th
e re
com
men
ded
valu
es
6.8.
4 (5
)V
alu
e of
k2
5T
o be
det
erm
ined
by
con
sult
ing
spec
iali
st li
tera
ture
6.8.
6 (1
)V
alu
es o
f k 1
an
d k 2
k 1 =
70
MP
ak 2
= 3
5 M
Pa
Use
th
e re
com
men
ded
valu
es u
nle
ss o
ther
val
ues
are
ag
reed
wit
h a
ppro
pria
te a
uth
orit
ies
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 9
6.8.
6 (3
)V
alu
e of
k3
0,9
1,0
6.8.
7 (1
)F
atig
ue:
val
ues
for
N a
nd
k 1N
= 1
06 cy
cles
k 1 =
0,8
5U
se t
he
reco
mm
ende
d va
lue
7.2
(2)
Val
ue
of k
10,
6U
se t
he
reco
mm
ende
d va
lue
7.2
(3)
Val
ue
of k
20,
45U
se t
he
reco
mm
ende
d va
lue
7.2
(5)
Val
ue
of k
3, k
4, k
5k 3
= 0
,8k 4
= 1
,0k 5
= 0
,75
Use
th
e re
com
men
ded
valu
e
7.3.
1 (5
)L
imit
atio
ns
of c
rack
w
idth
wm
ax
Tab
le 7
.1N
Use
Tab
le N
A.4
7.3.
2 (4
)V
alu
e of
Öct
,pf c
t,ef
f in
acc
orda
nce
wit
h 7
.3.2
(2)
Use
th
e re
com
men
ded
valu
e
7.3.
4 (3
)M
axim
um
cra
ck s
paci
ng
in
Exp
ress
ion
(7.1
1): v
alu
es fo
r k 3
an
d k 4
k 3 =
3,4
k 4 =
0,4
25U
se t
he
reco
mm
ende
d va
lue
7.4.
2 (2
)V
alu
es o
f ba
sic
span
/dep
th
rati
osT
able
7.4
NU
se T
able
NA
.5
8.2
(2)
Val
ues
of
k 1 a
nd
k 2k 1
= 1
mm
k 2 =
5 m
mU
se t
he
reco
mm
ende
d va
lue
8.3
(2)
Min
imu
m m
andr
el
diam
eter
Ìm
,min
Tab
le 8
.1N
Use
in T
able
NA
.6a)
an
d T
able
NA
.6b)
8.6
(2)
An
chor
age
capa
city
of a
wel
ded
bar
Fbt
d =
ltdÌ
tÖtd
k F
wd
Use
th
e re
com
men
ded
valu
e
8.8
(1)
Add
itio
nal
ru
les
for
larg
e di
amet
er b
ars:
lim
itin
g ba
r si
zeÌ
larg
e >
32
mm
Ìla
rge
> 4
0 m
m
9.2.
1.1
(1)
Bea
ms:
min
imu
m
rein
forc
emen
t ar
eas
As,
min
= 0
,26(
f ctm
/fyk
)btd
U 0
,001
3b t
dU
se t
he
reco
mm
ende
d va
lue
9.2.
1.1
(3)
Bea
ms:
max
imu
m
rein
forc
emen
t ar
eas
As,
max
= 0
,04A
cU
se t
he
reco
mm
ende
d va
lue
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
10 © BSI 8 December 2005
9.2.
1.2
(1)
Bea
ms:
min
imu
m r
atio
of s
pan
be
ndi
ng
mom
ent t
o be
ass
um
ed
at s
upp
orts
in m
onol
ith
ic
con
stru
ctio
n
¶ 1 =
0,1
5¶ 1
= 0
,25
9.2.
1.4
(1)
An
chor
age
of b
otto
m
rein
forc
emen
t at
an
en
d su
ppor
t: a
rea
of s
teel
pro
vide
d ov
er s
upp
orts
wit
h li
ttle
or
no
end
fixi
ty in
des
ign
¶ 2 =
0,2
5U
se t
he
reco
mm
ende
d va
lue
9.2.
2 (4
)M
inim
um
rat
io o
f sh
ear
rein
forc
emen
t in
th
e fo
rm o
f li
nks
¶ 3 =
0,5
Use
th
e re
com
men
ded
valu
e
9.2.
2 (5
)M
inim
um
sh
ear
rein
forc
emen
tÔ w
,min
= (
0,08Æ
f ck)/
f yk
Use
th
e re
com
men
ded
valu
e
9.2.
2 (6
)M
axim
um
lon
gitu
din
al s
paci
ng
of s
hea
r as
sem
blie
ss l
,max
= 0
,75d
(1 +
cotµ
)U
se t
he
reco
mm
ende
d va
lue
9.2.
2 (7
)M
axim
um
lon
gitu
din
al s
paci
ng
of b
ent-
up
bars
s b,m
ax =
0,6
d(1
+ c
otµ
)U
se t
he
reco
mm
ende
d va
lue
9.2.
2 (8
)M
axim
um
tra
nsv
erse
spa
cin
g of
lin
kss t
,max
= 0
,75d
k 6
00 m
mU
se t
he
reco
mm
ende
d va
lue
9.3.
1.1
(3)
Val
ue
of s
max
,sla
bsF
or p
rin
cipa
l rei
nfo
rcem
ent:
3h
k 4
00 m
mF
or s
econ
dary
rei
nfo
rcem
ent:
3,
5h k
450
mm
Exc
ept
in a
reas
wit
h c
once
ntr
ated
lo
ads
or m
axim
um
mom
ent
wh
ere:
For
pri
nci
pal r
ein
forc
emen
t:
2h k
250
mm
For
sec
onda
ry r
ein
forc
emen
t:
3h k
400
mm
Use
th
e re
com
men
ded
valu
es e
xcep
t fo
r po
st-t
ensi
oned
sl
abs
wh
ere
refe
ren
ce m
ay b
e m
ade
to s
peci
alis
t lit
erat
ure
su
ch a
s T
he
Con
cret
e S
ocie
ty’s
des
ign
han
dboo
k [2
].
9.5.
2 (1
)M
inim
um
dia
met
er o
f lo
ngi
tudi
nal
rei
nfo
rcem
ent
in
colu
mn
s
Ìm
in =
8 m
mÌ
min
= 1
2 m
m
9.5.
2 (2
)M
inim
um
are
a of
lon
gitu
din
al
rein
forc
emen
t in
col
um
ns
As,
min
= 0
,10N
Ed/
f yd
or 0
,002
Ac,
wh
ich
ever
is g
reat
erU
se t
he
reco
mm
ende
d va
lue
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 11
9.5.
2 (3
)M
axim
um
are
a of
lon
gitu
din
al
rein
forc
emen
t in
col
um
ns
As,
max
= 0
,04A
c ou
tsid
e la
ps u
nle
ss it
ca
n b
e sh
own
th
at t
he
inte
grit
y of
th
e co
ncr
ete
wil
l not
be
affe
cted
an
d th
at
the
full
str
engt
h is
ach
ieve
d at
th
e U
LS
.
As,
max
= 0
,08A
c at
laps
Th
e re
com
men
ded
valu
es a
pply
. Th
e de
sign
er s
hou
ld
con
side
r th
e pr
acti
cal u
pper
lim
it t
akin
g in
to a
ccou
nt
the
abil
ity
to p
lace
th
e co
ncr
ete
arou
nd
the
reba
r. T
his
issu
e is
con
side
red
furt
her
in P
D 6
687.
9.5.
3 (3
)M
axim
um
spa
cin
g of
tr
ansv
erse
rei
nfo
rcem
ent
in
colu
mn
s s c
l,tm
ax
s cl,t
max
sh
ould
tak
e th
e le
ast
of t
he
foll
owin
g th
ree
valu
es:
a) 2
0 ti
mes
th
e m
inim
um
dia
met
er o
f th
e lo
ngi
tudi
nal
bar
s;b)
th
e le
sser
dim
ensi
on o
f th
e co
lum
n;
c) 4
00 m
m.
Use
th
e re
com
men
ded
valu
e
9.6.
2 (1
)M
inim
um
an
d m
axim
um
are
a of
ver
tica
l rei
nfo
rcem
ent
in
wal
ls
As,
vmin
= 0
,002
Ac
As,
vmax
= 0
,04A
c ou
tsid
e la
p lo
cati
ons
un
less
it c
an b
e sh
own
th
at t
he
inte
grit
y of
th
e co
ncr
ete
is n
ot a
ffec
ted
and
that
th
e fu
ll s
tren
gth
is a
chie
ved
at t
he
UL
S. T
his
lim
it m
ay b
e do
ubl
ed
at la
ps.
Use
th
e re
com
men
ded
valu
e
9.6.
3 (1
)M
inim
um
are
a of
hor
izon
tal
rein
forc
emen
t in
wal
lsA
s,h
min
= 2
5 %
or
0,00
1Ac,
wh
ich
ever
is
grea
ter
Use
th
e re
com
men
ded
valu
es. W
her
e cr
ack
con
trol
is
impo
rtan
t ea
rly
age
ther
mal
an
d sh
rin
kage
eff
ects
sh
ould
be
con
side
red
expl
icit
ly.
9.7
(1)
Min
imu
m a
rea
of d
istr
ibu
tion
re
info
rcem
ent
in d
eep
beam
sA
s,db
min
= 0
,1 %
bu
t n
ot le
ss t
han
15
0 m
m2 /
m in
eac
h f
ace
and
in e
ach
di
rect
ion
0,2
% in
eac
h f
ace
9.8.
1 (3
)V
alu
e of
Ìm
in f
or p
ile
caps
8 m
mU
se t
he
reco
mm
ende
d va
lue
9.8.
2.1
(1)
Val
ue
of Ì
min
for
col
um
ns
and
wal
l foo
tin
gs8
mm
Use
th
e re
com
men
ded
valu
e
9.8.
3 (1
)V
alu
e of
Ìm
in f
or t
ie b
eam
s8
mm
Use
th
e re
com
men
ded
valu
e
9.8.
3 (2
)M
inim
um
dow
nw
ard
load
for
ti
e be
ams
q 1 =
10
kN/m
To
be d
eter
min
ed f
or e
ach
indi
vidu
al p
roje
ct
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
12 © BSI 8 December 2005
9.8.
4 (1
)V
alu
es o
f q 2
an
d Ì
min
q 2 =
5 M
Pa
Ìm
in =
8 m
mU
se t
he
reco
mm
ende
d va
lues
9.8.
5 (3
)V
alu
es o
f h
1 an
d A
s,bp
min
h1
= 6
00 m
mA
s,bp
min
fro
m T
able
9.6
NU
se t
he
reco
mm
ende
d va
lues
9.10
.2.2
(2)
For
ce t
o be
res
iste
d by
pe
riph
eral
tie
: val
ues
of q
1 an
d q 2
q 1 =
10
kN/m
q 2 =
70
kNq 1
= (
20 +
4n
0) w
her
e n
0 is
th
e n
um
ber
of s
tore
ysq 2
= 6
0 kN
9.10
.2.3
(3)
Min
imu
m t
ensi
le f
orce
th
at a
n
inte
rnal
tie
is c
apab
le o
f re
sist
ing
Fti
e,in
t = 2
0 kN
/mF
tie,
int =
[(q
k +
gk)
/7,5
](l r
/5)(
Ft)
U F
t kN
/mw
her
e
(qk
+ g
k) is
th
e su
m o
f th
e av
erag
e pe
rman
ent
and
vari
able
fl
oor
load
s (i
n k
N/m
2 );
l r is
th
e gr
eate
r of
th
e di
stan
ces
(in
m)
betw
een
th
e ce
ntr
es o
f th
e co
lum
ns,
fra
mes
or
wal
ls s
upp
orti
ng
any
two
adja
cen
t fl
oor
span
s in
th
e di
rect
ion
of
the
tie
un
der
con
side
rati
on; a
nd
Ft =
(20
+ 4
n0)
k 6
0.M
axim
um
spa
cin
g of
inte
rnal
tie
s =
1,5
l r.
9.10
.2.3
(4)
Inte
rnal
tie
s on
flo
ors
wit
hou
t sc
reed
: val
ues
of
q 3 a
nd
q 4q 3
= 2
0 kN
/mq 4
= 7
0 kN
Fti
e =
(1/
7,5)
(gk
+ q
k)(l
r/5)F
t U F
t kN
/mw
her
e
(gk
+ q
k) is
th
e su
m o
f th
e av
erag
e pe
rman
ent
and
vari
able
fl
oor
load
s (i
n k
N/m
2 );
l r is
th
e gr
eate
r of
th
e di
stan
ces
(in
m)
betw
een
th
e ce
ntr
es o
f th
e co
lum
ns,
fra
mes
or
wal
ls s
upp
orti
ng
any
two
adja
cen
t fl
oor
span
s in
th
e di
rect
ion
of
the
tie
un
der
con
side
rati
on; a
nd
Ft =
(20
+ 4
n0)
k 6
0.
Max
imu
m s
paci
ng
of t
ran
sver
se t
ies
= 1
,5l r
.
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 13
9.10
.2.4
(2)
For
ce t
o be
res
iste
d by
h
oriz
onta
l tie
s to
ext
ern
al
colu
mn
s an
d/or
wal
ls p
rovi
ded
at e
ach
flo
or le
vel:
valu
es o
f F
tie,
fac a
nd
Fti
e,co
l
Fti
e,fa
c = 2
0 kN
per
met
re o
f th
e fa
çade
Fti
e,co
l = 1
50 k
NF
tie,
fac =
Fti
e,co
l = t
he
grea
ter
of 2
Ft k
ls/
2,5F
t an
d 3
% o
f th
e to
tal d
esig
n u
ltim
ate
vert
ical
load
car
ried
by
the
colu
mn
or
wal
l at
that
leve
l. F
tie,
fac i
n k
N p
er m
etre
ru
n o
f w
all.
Fti
e,co
l in
kN
per
col
um
n.
Tyi
ng
of e
xter
nal
wal
ls is
on
ly r
equ
ired
if t
he
peri
pher
al
tie
is n
ot lo
cate
d w
ith
in t
he
wal
l.l s
is t
he
floo
r to
cei
lin
g h
eigh
t in
m.
PD
668
7 gi
ves
addi
tion
al r
equ
irem
ents
rel
ated
to
the
UK
bu
ildi
ng
regu
lati
ons.
11.3
.5 (
1)P
Val
ue
of µ
lcc (
ligh
twei
ght
aggr
egat
e co
ncr
ete)
0,85
Use
th
e re
com
men
ded
valu
e
11.3
.5 (
2)P
Val
ue
of µ
lct (
ligh
twei
ght
aggr
egat
e co
ncr
ete)
0,85
Use
th
e re
com
men
ded
valu
e
11.3
.7 (
1)V
alu
e of
kk
= 1
,1 f
or li
ghtw
eigh
t ag
greg
ate
con
cret
e w
ith
san
d as
fin
e ag
greg
ate
k =
1,0
for
ligh
twei
ght
aggr
egat
e (b
oth
fi
ne
and
coar
se a
ggre
gate
) co
ncr
ete
Use
th
e re
com
men
ded
valu
e
11.6
.1 (
1)V
alu
es o
f C
lRd,
c, v l
,min
an
d k 1
ClR
d,c =
0,1
5/¾ c
v l,m
in =
0,3
0k3/
2 flc
k1/
2
k 1 =
0,1
5
ClR
d,c =
0,1
5/¾ c
v l,m
in =
0,0
3k3/
2 flc
k1/2
k 1 =
0,1
5
11.6
.2 (
1)V
alu
e of
É1
É 1 =
0,5½
1[1
– f lc
k/25
0]U
se t
he
reco
mm
ende
d va
lue
11.6
.4.1
(1)
Val
ue
of k
20,
08U
se t
he
reco
mm
ende
d va
lue
12.3
.1 (
1)V
alu
es o
f µ
cc,p
l an
d µ
ct,p
l (pl
ain
co
ncr
ete)
µcc
,pl =
0,8
µct
,pl =
0,8
µcc
,pl =
0,6
µct
,pl =
0,6
12.6
.3 (
2)V
alu
e of
k1,
5U
se t
he
reco
mm
ende
d va
lue
A.2
.1 (
1)V
alu
e of
¾s,
red1
1,1
Use
th
e re
com
men
ded
valu
e
A.2
.1 (
2)V
alu
e of
¾c,
red1
1,4
Use
th
e re
com
men
ded
valu
e
A.2
.2 (
1)V
alu
e of
¾s,
red2
an
d ¾ c
,red
2¾ s
,red
2 =
1,0
5¾ c
,red
2 =
1,4
5U
se t
he
reco
mm
ende
d va
lues
A.2
.2 (
2)V
alu
e of
¾c,
red3
1,35
Use
th
e re
com
men
ded
valu
e
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
14 © BSI 8 December 2005
A.2
.3 (
1)V
alu
e of
½ a
nd ¾ c
,red
4½ =
0,8
5¾ c
,red
4 =
1,3
Use
th
e re
com
men
ded
valu
es
C.1
(1)
Val
ues
for
fati
gue
stre
ss r
ange
, m
inim
um
rel
ativ
e ri
b ar
ea
and ¶
Tab
le C
.2N
¶ =
0,6
Use
th
e re
com
men
ded
valu
es
C.1
(3)
Val
ues
of
a, f
yk, k
, ¼u
kF
or f
yk a
= 1
0 M
Pa
For
k a
nd ¼ u
k a
= 0
Min
imu
m a
nd
max
imu
m v
alu
es fo
r f y
k,
k, ¼
uk
in a
ccor
dan
ce w
ith
Tab
le C
.3N
Use
th
e re
com
men
ded
valu
es
E.1
(2)
Val
ues
of
indi
cati
ve s
tren
gth
cl
asse
sT
able
E.1
ND
oes
not
app
ly in
th
e U
K —
see
th
e gu
idan
ce in
4.4
.1.2
(5)
J.1
(2)
Val
ue
of A
s,su
rfm
in0,
01A
ct,e
xtD
oes
not
app
ly in
the
UK
— s
ee P
D 6
687
for
an a
lter
nat
ive
An
nex
J
J.2
.2 (
2)V
alu
e of
tan
Ú0,
4 k
tan
Ú k
1D
oes
not
app
ly in
the
UK
— s
ee P
D 6
687
for
an a
lter
nat
ive
An
nex
J
J.3
(2)
Val
ue
of k
10,
25D
oes
not
app
ly in
the
UK
— s
ee P
D 6
687
for
an a
lter
nat
ive
An
nex
J
J.3
(3)
Val
ue
of k
20,
5D
oes
not
app
ly in
the
UK
— s
ee P
D 6
687
for
an a
lter
nat
ive
An
nex
J
Su
bcl
au
seN
ati
on
all
y D
eter
min
ed P
ara
met
erE
uro
cod
e re
com
men
da
tio
nU
K d
ecis
ion
Tab
le N
A.1
— U
K d
ecis
ion
s fo
r N
ati
on
all
y D
eter
min
ed P
ara
met
ers
des
crib
ed i
n B
S E
N 1
992-
1-1:
2004
(co
nti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 15
Ta
ble
NA
.2 —
Rec
om
men
da
tio
ns
for
no
rma
l-w
eig
ht
con
cret
e q
ua
lity
fo
r ex
po
sure
cla
sses
XC
, XD
an
d X
S a
nd
co
ver
to
re
info
rcem
ent
for
a 5
0 y
ear
inte
nd
ed w
ork
ing
lif
e a
nd
20
mm
ma
xim
um
ag
gre
ga
te s
ize
Ex
po
sure
co
nd
itio
nsa
Cem
ent/
co
mb
ina
tio
n
typ
esb
No
min
al
cov
er (
c min
+ %
c dev
)c to
rei
nfo
rcem
ent
(in
clu
din
g p
rest
ress
ing
ste
el)
in m
m a
nd
ass
oci
ate
d
reco
mm
end
ed d
esig
ned
co
ncr
ete
an
d e
qu
iva
len
t d
esig
na
ted
co
ncr
eted
15 +
%c d
ev20
+ %
c dev
25 +
%c d
ev30
+ %
c dev
35 +
%c d
ev40
+ %
c dev
45 +
%c d
ev50
+ %
c dev
Car
bon
atio
n
indu
ced
corr
osio
n
XC
1D
ry o
r pe
rman
entl
y w
et
All
C20
/25,
0,7
,24
0 or
R
C25
\\
\\
\\
\
XC
2W
et, r
arel
y dr
yA
ll—
—C
25/3
0,
0,65
, 260
or
R
C30
\\
\\
\
XC
3M
oder
ate
hu
mid
ity
All
exc
ept
IVB
—C
40/5
0,
0,45
, 34
0 or
RC
50
C32
/40,
0,
55, 3
00
or R
C40
C28
/35,
0,
60, 2
80
or R
C35
C25
/30,
0,
65, 2
60
or R
C30
\\
\
XC
4C
ycli
c w
et a
nd
dry
Ch
lori
de
indu
ced
corr
osio
n
excl
udi
ng
chlo
ride
s fr
om
seaw
ater
XD
1M
oder
ate
hu
mid
ity
All
——
C40
/50,
0,
45, 3
60C
32/4
0,
0,55
, 320
C28
/35,
0,
60, 3
00\
\\
XD
2W
et, r
arel
y dr
yI,
IIA
, IIB
-S,
SR
PC
——
—C
40/5
0,
0,40
, 380
C32
/40,
0,
50, 3
40C
28/3
5,
0,55
, 320
\\
IIB
-V, I
IIA
——
—C
35/4
5,
0,40
, 380
C28
/35,
0,
50, 3
40C
25/3
0,
0,55
, 320
\\
IIIB
, IV
B—
——
C32
/40,
0,
40, 3
80C
25/3
0,
0,50
, 340
C20
/25,
0,
55, 3
20\
\
XD
3C
ycli
c w
et a
nd
dry
I, I
IA, I
IB-S
, S
RP
C—
——
——
C45
/55,
0,
35, 3
80C
40/5
0,
0,40
, 380
C35
/45,
0,
45, 3
60
IIB
-V, I
IIA
——
——
—C
35/4
5,
0,40
, 380
C32
/40,
0,
45, 3
60C
28/3
5,
0,50
, 340
IIIB
, IV
B—
——
——
C32
/40,
0,
40, 3
80C
28/3
5,
0,45
, 360
C25
/30,
0,
50, 3
40
NO
TE
1 \
indi
cate
s th
at t
he
con
cret
e gi
ven
in t
he
cell
to
the
left
app
lies
.N
OT
E 2
Ref
eren
ce s
hou
ld b
e m
ade
to B
S 8
500-
1:20
02, A
nn
ex A
for
sele
ctin
g th
e qu
alit
y of
con
cret
e su
bjec
ted
to fr
eeze
/th
aw c
ondi
tion
s an
d co
ncr
ete
in a
ggre
ssiv
e gr
oun
d co
ndi
tion
s.
aE
xpos
ure
con
diti
ons
con
form
to
BS
EN
206
-1:2
000.
bC
emen
t/co
mbi
nat
ion
typ
es a
re d
efin
ed in
BS
850
0-2:
2002
, Tab
le 1
.c
For
val
ues
of %
c dev
, see
BS
EN
199
2-1-
1:20
03, 4
.4.1
.3 (
1) a
nd
(3).
dT
he
reco
mm
ende
d de
sign
ed c
oncr
ete
is t
aken
fro
m B
S 8
500-
1:20
02 a
nd
desc
ribe
d in
th
is t
able
in t
erm
s of
str
engt
h c
lass
, max
imu
m w
/c r
atio
, min
imu
m c
emen
t or
com
bin
atio
n
con
ten
t in
kg/
m3 . T
he
equ
ival
ent
reco
mm
ende
d de
sign
ated
con
cret
e is
tak
en f
rom
BS
850
0-1:
2002
an
d in
dica
ted
in t
his
tab
le b
y th
e de
sign
atio
n R
C.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
16 © BSI 8 December 2005
Sea
wat
er
indu
ced
corr
osio
n
XS
1A
irbo
rne
salt
s bu
t n
o di
rect
co
nta
ct
I, I
IA, I
IB-S
, S
RP
C—
——
C50
/60,
0,
35, 3
80C
40/5
0,
0,45
, 360
C35
/45,
0,
50, 3
40\
\
IIB
-V, I
IIA
——
—C
45/5
5,
0,35
, 380
C35
/45,
0,
45, 3
60C
32/4
0,
0,50
, 340
\\
IIIB
, IV
B—
——
C35
/45,
0,
40, 3
80C
28/3
5,
0,50
, 340
C25
/30,
0,
55, 3
20\
\
XS
2W
et, r
arel
y dr
yI,
IIA
, IIB
-S,
SR
PC
——
—C
40/5
0,
0,40
, 380
C32
/40,
0,
50, 3
40C
28/3
5,
0,55
, 320
\\
IIB
-V, I
IIA
——
—C
35/4
5,
0,40
, 380
C28
/35,
0,
50, 3
40C
25/3
0,
0,55
, 320
\\
IIIB
, IV
B—
——
C32
/40,
0,
40, 3
80C
25/3
0,
0,50
, 340
C20
/25,
0,
55, 3
20\
\
XS
3T
idal
, spl
ash
an
d sp
ray
zon
es
I, I
IA, I
IB-S
, S
RP
C—
——
——
—C
45/5
5,
0,35
, 380
C40
/50,
0,
40, 3
80
IIB
-V, I
IIA
——
——
—C
35/4
5,
0,40
, 380
C32
/40,
0,
45, 3
60C
28/3
5,
0,50
, 340
IIIB
, IV
B—
——
——
C32
/40,
0,
40, 3
80C
28/3
5,
0,45
, 360
C25
/30,
0,
50, 3
40
NO
TE
1 \
indi
cate
s th
at t
he
con
cret
e gi
ven
in t
he
cell
to
the
left
app
lies
.N
OT
E 2
Ref
eren
ce s
hou
ld b
e m
ade
to B
S 8
500-
1:20
02, A
nn
ex A
for
sele
ctin
g th
e qu
alit
y of
con
cret
e su
bjec
ted
to fr
eeze
/th
aw c
ondi
tion
s an
d co
ncr
ete
in a
ggre
ssiv
e gr
oun
d co
ndi
tion
s.
Ex
po
sure
co
nd
itio
nsa
Cem
ent/
co
mb
ina
tio
n
typ
esb
No
min
al
cov
er (
c min
+ %
c dev
)c to
rei
nfo
rcem
ent
(in
clu
din
g p
rest
ress
ing
ste
el)
in m
m a
nd
ass
oci
ate
d
reco
mm
end
ed d
esig
ned
co
ncr
ete
an
d e
qu
iva
len
t d
esig
na
ted
co
ncr
eted
15 +
%c d
ev20
+ %
c dev
25 +
%c d
ev30
+ %
c dev
35 +
%c d
ev40
+ %
c dev
45 +
%c d
ev50
+ %
c dev
aE
xpos
ure
con
diti
ons
con
form
to
BS
EN
206
-1:2
000.
bC
emen
t/co
mbi
nat
ion
typ
es a
re d
efin
ed in
BS
850
0-2:
2002
, Tab
le 1
.c
For
val
ues
of %
c dev
, see
BS
EN
199
2-1-
1:20
03, 4
.4.1
.3 (
1) a
nd
(3).
dT
he
reco
mm
ende
d de
sign
ed c
oncr
ete
is t
aken
fro
m B
S 8
500-
1:20
02 a
nd
desc
ribe
d in
th
is t
able
in t
erm
s of
str
engt
h c
lass
, max
imu
m w
/c r
atio
, min
imu
m c
emen
t or
com
bin
atio
n
con
ten
t in
kg/
m3 . T
he
equ
ival
ent
reco
mm
ende
d de
sign
ated
con
cret
e is
tak
en f
rom
BS
850
0-1:
2002
an
d in
dica
ted
in t
his
tab
le b
y th
e de
sign
atio
n R
C.
Tab
le N
A.2
— R
eco
mm
end
ati
on
s fo
r n
orm
al-
wei
gh
t co
ncr
ete
qu
ali
ty f
or
exp
osu
re c
lass
es X
C, X
D a
nd
XS
an
d c
ov
er t
o r
ein
forc
emen
t fo
r a
50
yea
r in
ten
ded
wo
rkin
g l
ife
an
d 2
0 m
m m
ax
imu
m a
gg
reg
ate
siz
e (c
onti
nu
ed)
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 17
Ta
ble
NA
.3 —
Rec
om
men
da
tio
ns
for
no
rma
l-w
eig
ht
con
cret
e q
ua
lity
fo
r ex
po
sure
cla
ss X
C a
nd
co
ver
to
rei
nfo
rcem
ent
for
a 1
00 y
ear
inte
nd
ed w
ork
ing
lif
e a
nd
20
mm
ma
xim
um
ag
gre
ga
te s
ize
Ex
po
sure
co
nd
itio
nsa
Cem
ent/
co
mb
ina
tio
n
typ
esb
No
min
al
cov
er (
c min
+ %
c dev
)c to
rei
nfo
rcem
ent
(in
clu
din
g p
rest
ress
ing
ste
el)
in m
m a
nd
ass
oci
ate
d
reco
mm
end
ed d
esig
ned
co
ncr
ete
an
d e
qu
iva
len
t d
esig
na
ted
co
ncr
eted
15 +
%c d
ev20
+ %
c dev
25 +
%c d
ev30
+ %
c dev
35 +
%c d
ev40
+ %
c dev
45 +
%c d
ev50
+ %
c dev
Car
bon
atio
n
indu
ced
co
rros
ion
XC
1D
ry o
r
perm
anen
tly
wet
All
C20
/25,
0,7
, 24
0 or
R
C25
\\
\\
\\
\
XC
2W
et, r
arel
y dr
yA
ll—
—C
25/3
0,
0,65
, 260
or
RC
30
\\
\\
\
XC
3M
oder
ate
h
um
idit
yA
ll e
xcep
t
IVB
——
—C
40/5
0,
0,45
, 340
or
RC
50
C35
/45,
0,
50, 3
20 o
r R
C45
C32
/40,
0,
55, 3
00 o
r R
C40
C28
/35,
0,
60, 2
80 o
r R
C35
\
XC
4C
ycli
c w
et a
nd
dry
NO
TE
1 \
indi
cate
s th
at t
he
con
cret
e gi
ven
in t
he
cell
to
the
left
app
lies
.
NO
TE
2 R
efer
ence
sh
ould
be
mad
e to
BS
850
0-1:
2002
for
sel
ecti
on o
f co
ncr
ete
wit
h a
on
e h
un
dred
yea
r in
ten
ded
wor
kin
g li
fe a
nd
in X
D a
nd
XS
exp
osu
re c
lass
es.
aE
xpos
ure
con
diti
ons
con
form
to
BS
EN
206
-1:2
000.
bC
emen
t/co
mbi
nat
ion
typ
es a
re d
efin
ed in
BS
850
0-2:
2002
, Tab
le 1
.c
For
val
ues
of %
c dev
, see
BS
EN
199
2-1-
1:20
03, 4
.4.1
.3 (
1) a
nd
(3).
dT
he
reco
mm
ende
d de
sign
ed c
oncr
ete
is t
aken
fro
m B
S 8
500-
1:20
02 a
nd
desc
ribe
d in
th
is t
able
in t
erm
s of
str
engt
h c
lass
, max
imu
m w
/c r
atio
, min
imu
m c
emen
t or
com
bin
atio
n
con
ten
t in
kg/
m3 .
Th
e eq
uiv
alen
t re
com
men
ded
desi
gnat
ed c
oncr
ete
is t
aken
fro
m B
S 8
500-
1:20
02 a
nd
indi
cate
d in
th
is t
able
by
the
desi
gnat
ion
RC
.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
18 © BSI 8 December 2005
Table NA.4 — Recommended values of wmax
Exposure Reinforced members and prestressed members without bonded tendons
(quasi-permanent load combination)mm
Prestressed members with bonded tendons (frequent load combination)
mm
X0, XC1 0,3a 0,2
XC2, XC3, XC4 0,3 0,2b
XD1, XD2, XD3, XS1, XS2, XS3
0,2 and decompressionc
a For X0, XC1 exposure classes, crack width has no influence on durability and this limit is set to produce acceptable appearance. In the absence of specific requirements for appearance this limit may be relaxed.
b For these exposure classes, in addition, decompression should be checked under the quasi-permanent combination of loads.c wmax = 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 the calculated crack widths to the values of wmax given in Table NA.4, under the quasi-permanent combination of loads, will generally be satisfactory for reinforced concrete members in buildings with respect to appearance and durability.
The durability of prestressed members may be more critically affected by cracking. In the absence of more detailed requirements, it may be assumed that limiting the calculated crack widths to the values of wmax given in BS EN 1992-1-1:2004, Table 7.1N, under the frequent combination of loads, will generally be satisfactory 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.
Table NA.5 — Basic ratios of span/effective depth for reinforced concrete members without axial compression
Structural system K Concrete highly stressedÔ = 1,5 %
Concrete lightly stressedÔ = 0,5 %
Simply supported beam, one- or two-way spanning simply supported slab
1,0 14 20
End span of continuous beam or one-way continuous slab or two-way spanning slab continuous over one long side
1,3 18 26
Interior span of beam or one-way or two-way spanning slab
1,5 20 30
Slab supported on columns without beams (flat slab) (based on longer span)
1,2 17 24
Cantilever 0,4 6 8NOTE 1 The values given have been chosen to be generally conservative and calculation may frequently show that thinner members are possible.NOTE 2 For two-way spanning slabs, the check should be carried out on the basis of the shorter span. For flat slabs the longer span should be taken.NOTE 3 The limits given for flat slabs correspond to a less severe limitation than a mid-span deflection of span/250 relative to the columns. Experience has shown this to be satisfactory.NOTE 4 The values of k in the table may 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 deflections in concrete slabs and beams [3] and an article for the Magazine of Concrete Research entitled Are existing span to depth rules conservative for flat slabs? [4].NOTE 5 The ratio of area of reinforcement provided to that required should be limited to 1,5 when the span/depth ratio is adjusted. This limit also applies to any adjustments to span/depth ratio obtained from Expressions (7.16a) or (7.16b) from which this table has been derived for concrete class C30/37.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
© BSI 8 December 2005 19
Table NA.6a) — Minimum mandrel diameter to avoid damage to reinforcement for bars and wire
Bar diameter, Ì
mm
Minimum mandrel diameter, Ìm,min for bends, hooks and loops (see BS EN 1992-1-1:2004, Figure 8.1)
mm
k16 4Ì
>16 7ÌNOTE Scheduling, dimensioning, bending and cutting of reinforcement should generally be in accordance with BS 8666.
Table NA.6b) — Minimum mandrel diameter to avoid damage to reinforcement for welded reinforcement and fabrics bent after welding
Location of transverse bar defined as a multiple of the bar diameter bar diameter, Ì
mm
Minimum mandrel diameter, Ìm,min
mm
Transverse bar inside or outside a bend or centre of a transverse bar k4Ì from a bend
20Ì
Centre of transverse bars >4Ì from a bend 4Ì for Ì k 16
7Ì for Ì k 20NOTE 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 A, B, 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.
NA.4 References to non-contradictory complementary information
NA.4.1 General references
The following is a list of references that contain non-contradictory complementary information for use with BS EN 1992-1-1.
— PD 6687:2005, Background paper to the UK National Annexes to BS EN 1992-1-1 and BS EN 1992-1-2.— Guidance on the use of stainless steel reinforcement, Technical Report 51, Concrete Society, 1998 [1].— Post-tensioned concrete floors — Design handbook, Technical Report 43, The Concrete Society, 2005 [2].— Deflections in concrete slabs and beams, Technical Report No. 58, Concrete Society, 2005 [3].— VOLLUM, R.L. and T.R. HOSSAIN, Are existing span to depth rules conservative for flat slabs?, Magazine of Concrete Research, vol. 54, issue 6, 2002 [4].— Standard method of detailing structural concrete — A manual for best practice, The Institution of Structural Engineers/Concrete Society, [5].
NA.4.2 References for conforming to UK Building Regulations 2000
The Building Regulations 2000 [6] requires that a building shall be constructed so that in the event of an accident the building will not suffer collapse to an extent disproportionate to the cause. Approved Document A to the Building Regulations 2000 [7] cites the details and design approaches in BS 8110 as being one acceptable method of meeting this requirement. BS 8110 will be superseded by BS EN 1992-1-1, however, not all the requirements of BS 8110 feature in BS EN 1992–1–1. Therefore, those requirements of BS 8110 that are not covered by BS EN 1992-1-1 have been incorporated into PD 6687 as non-contradictory complimentary information.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
20 © BSI 8 December 2005
Bibliography
Standards publications
BS 8110 (all parts), Structural use of concrete.
BS 8550-1:2002, Concrete — Complementary British Standard to BS EN 206-1 — Part 1: Method of specifying and guidance for the specifier.
BS 8550-2:2002, Concrete — Complementary British Standard to BS EN 206-1 — Part 2: Specification for constituent materials and concrete.
BS 8666, Scheduling, dimensioning, bending and cutting of steel reinforcement for concrete. Specification.
BS EN 1990:2002, Eurocode — Basis of structural design.
BS EN 206-1:2000, Concrete — Part 1: Specification, performance, production and conformity.
PD 6687:2005, Background paper to the UK National Annexes to BS EN 1992–1–1 and BS EN 1992-1-2.
Other publications
[1] CONCRETE SOCIETY. Guidance on the use of stainless steel reinforcement, Technical Report 51, Camberley: Concrete Society, 1998.
[2] CONCRETE SOCIETY. Post-tensioned concrete floors — Design handbook, Technical Report 43, Camberley: Concrete Society, 2005.
[3] CONCRETE SOCIETY. Deflections in concrete slabs and beams, Technical Report No. 58, Camberley: Concrete Society, 2005.
[4] VOLLUM, R.L. and T.R. HOSSAIN. Are existing span to depth rules conservative for flat slabs?, Magazine of Concrete Research, vol. 54, issue 6, 2002.
[5] INSTITUTION OF STRUCTURAL ENGINEERS/CONCRETE SOCIETY. Standard method of detailing structural concrete — A manual for best practice, London: The Institution of Structural Engineers/Concrete Society, 2006.
[6] UNITED KINGDOM. The Building Regulations 2000. London: The Stationery Office.
[7] UNITED KINGDOM. The Building Regulations 2000 Approved Document A: Structure. London: The Stationery Office, 2004.
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
blank
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
NA to BS EN 1992-1-1:2004
BSI
389 Chiswick High Road
London
W4 4AL
BSI — British Standards InstitutionBSI is the independent national body responsible for preparing British Standards. It presents the UK view on standards in Europe and at the international level. It is incorporated by Royal Charter.
Revisions
British Standards are updated by amendment or revision. Users of British Standards should make sure that they possess the latest amendments or editions.
It is the constant aim of BSI to improve the quality of our products and services. We would be grateful if anyone finding an inaccuracy or ambiguity while using this British Standard would inform the Secretary of the technical committee responsible, the identity of which can be found on the inside front cover. Tel: +44 (0)20 8996 9000. Fax: +44 (0)20 8996 7400.
BSI offers members an individual updating service called PLUS which ensures that subscribers automatically receive the latest editions of standards.
Buying standards
Orders for all BSI, international and foreign standards publications should be addressed to Customer Services. Tel: +44 (0)20 8996 9001. Fax: +44 (0)20 8996 7001. Email: [email protected]. Standards are also available from the BSI website at http://www.bsi-global.com.
In response to orders for international standards, it is BSI policy to supply the BSI implementation of those that have been published as British Standards, unless otherwise requested.
Information on standards
BSI provides a wide range of information on national, European and international standards through its Library and its Technical Help to Exporters Service. Various BSI electronic information services are also available which give details on all its products and services. Contact the Information Centre. Tel: +44 (0)20 8996 7111. Fax: +44 (0)20 8996 7048. Email: [email protected].
Subscribing members of BSI are kept up to date with standards developments and receive substantial discounts on the purchase price of standards. For details of these and other benefits contact Membership Administration. Tel: +44 (0)20 8996 7002. Fax: +44 (0)20 8996 7001. Email: [email protected].
Information regarding online access to British Standards via British Standards Online can be found at http://www.bsi-global.com/bsonline.
Further information about BSI is available on the BSI website at http://www.bsi-global.com.
Copyright
Copyright subsists in all BSI publications. BSI also holds the copyright, in the UK, of the publications of the international standardization bodies. Except as permitted under the Copyright, Designs and Patents Act 1988 no extract may be reproduced, stored in a retrieval system or transmitted in any form or by any means – electronic, photocopying, recording or otherwise – without prior written permission from BSI.
This does not preclude the free use, in the course of implementing the standard, of necessary details such as symbols, and size, type or grade designations. If these details are to be used for any other purpose than implementation then the prior written permission of BSI must be obtained.
Details and advice can be obtained from the Copyright & Licensing Manager. Tel: +44 (0)20 8996 7070. Fax: +44 (0)20 8996 7553. Email: [email protected].
Lice
nsed
Cop
y: n
a na
, Uni
vers
ity o
f She
ffiel
d, M
on F
eb 0
6 09
:58:
01 G
MT
200
6, U
ncon
trol
led
Cop
y, (
c) B
SI
![SSEDTA - bmeeokepito-cd.bmeeok.hubmeeokepito-cd.bmeeok.hu/CD/Össze_vissza_tárgyak/Eurocode 3/… · Web view[1] Revised Annex J of Eurocode 3, "Joints in Building Frames", Amendment](https://img.dokumen.tips/doc/110x75/5e863a9e70115412fc0a0667/ssedta-bmeeokepito-cd-sszevisszatrgyakeurocode-3-web-view-1-revised.jpg)
