Design of concrete structures for retaining aqueous liquids Design tables to BS 8007
Richard Cheng
BSc, CEng, FIStructE
7'
!.
-
\1
Thomas Telford
. .:I
Published by Tho!Tias Telford Publishing, Thomas Telford Services Ltd l Heron Quay, London E14 4JD First published 1996
Distributors for Thoxas Telford books are USA: American Society of Civil Engineers, Publications Sales Department, 345 East 47th Street, New i'ork, NY
10017-2398
Japan: Maruzen Co. Ltd, Book Department, 3-10 Nihonbashi 2-chome, Chuo-ku, Tob:yo 103 Austrolia: DA Books and Journals, 648 Whitehorse Road, Mitcham 3132. Vicmria
These tables are a guide to BS
8007~1987 Design
of concrete structures for retaining aqueous liquid<;.
The design tables are intended to be used by experienced and qualified engineers, Proper consideration should be taken of all design and constructional requirements to ensure sound engineering judgements are made. Care has been taken to ensure that aH the data and information herein are factual and that numerical values are accurate. The author and publisher assume no responsibility for errors Jn or misinterpretation of information contained in this book or in its use. A catalogue record for this book is available from the British Library Classification Availability.· Unrestncted Content." Guidance Status: Established kuowledge User: Civil engineers and designers
ISBN: 0 7277 2517 3 R. Cheng and Thomas Telford Services Ltd, 1996
All rights, including translation reserved. Except for fair copying, no part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by any means, electronic, mechanical, photocopying or otherwise, without the prior written permission of the Books Publisher, Thcmas Telford Publishing, Thomas Telford Services Ltd, 1 Heron Quay, London El4 4JD. This book is published on the understanding that the author is solely responsible for the statements made and opinions expressed in it and that its publication does not necessarily imply that such statements and/or opinions are or reflect the views or opinions of the publishers. Typeset by R. Cheng and Techset Composition Ltd, Salisbury, Wiltshire. Printed in Great Britain by Redwood Books, Trowbridge, Wiltshire.
Contents 1
Introduction
I
2 Design summary
3
2.1
Design for thermal and moisture effects
2.2
Design for flexure-serviceability limit state
2.3
Design for flexure-ultimate limit state
3 5
Design example 3.1
4
2
Design of the piled base slab of a water holding tank
7
Design tables Tables AI to A6: reiriforcements required for control of thermal and shrinkage cracks
Notes to Tables A I to A6 Table A I Table A2 Table A3 Table A4 Table A5 Table A6
W 0.1, W = 0.1, W = 0.1, W = 0.2, W = 0.2, W = 0.2,
Coeff. Coeff. Coef'f. Coeff. Coeff. Coeff.
13
of thermal expansion= 12E-6 of thermal expansion= !OE-6 of thermal expansion= 8E-6 of thermal expansion= 12E-6 of thermal expansion= l OE-6 of thermal expansion= 8E-6
Tables Bl to 836: flexural capacity
Notes to Tables Bl to B36
21
Table Bl Table B2 Table B3 Table B4 Table B5 Table B6
W =0.1, W=O.I, W 0.1, W =0.1, W = 0.1, W =0.1,
F==30, Cover=40 F==30, Cover 52 f,.=30, Cover 56 F,u 30, Cover,~60 F,. = 30, Cover= 65 F,.=30, Cover=72
22 23 24 25 26
Table Table Table Table Table Table
F,u=35, F,.=35, Fm=35, F,. 35, Fou=35, F,.=35,
Cover=40 Cover=52 Cover= 56 Cover=60 Cover=65 Cover=72
28 29
811 812
W=O.I, W=O.I, W=O.l, W=O.l, W=O.I, W=O.l,
Table Table Table Table Table Table
Bl3 W=O.I, F,.=40, B14 W=O.I, fcu=40, Bl5 W=O.I, F,.=40, 816 W = 0.1, F,u 40, 817 W=O.I, F,.=40, Bl8 W=O.l, F,.=40,
Cover=40 Cover=52 Cover=56 Cover= 60 Cover=65 Cover=72
34 35
Table Table Table Table table Table
Bl9 B20 B21 B22 B23 B24
Cover=40 Cover=52 Cover= 56 Cover= 60 Cover= 65 Cover= 72
B7
B8 B9 B!O
W =0.2, W =0.2, W 0.2, W = 0.2, W = 0.2, W = 0.2,
F,.=30, f,u=30, F'" 30, F'" = 30, Fcu = 30, F'" = 30,
27
30 31 32 33
36 37 38 39 40 41
42 43 44
45
I4 15 16 17
18 19
Table Table Table Table Table Table
B25 B26 B27 B28 B29 B30
W=0.2, W=0.2, W = 0.2, W=02, W=02, W=0.2,
F,u=35, F,u=35, F,u = 35, Fcu=35, fuu=35, F,u 35,
Cover=40 Cover 52 Cover 56 Cover 60 Cover=65 Cover 72
Table Table Table Table Table Table
B31 B32 B33 B34 B35 B36
W=0.2, W =0.2, W=0.2, W=0.2, W=0.2, W=0.2,
feu 40, fuu=40, fuu=40, F,u=40, F,u 40, F,u=40,
Cover= 40 Cover 52 Cover 56 Cover 60 Cover 65 Cover 72
46
47
48 49 50 51
52 53 54 55 56 57
DESIGN TABLES TO BS 8007 w 1
1
Introduction
I. 1
In the design of reinforced concrete structures, it is assumed that tensile capacity of concrete does not contribute to the strength of the structure, and steel remforcement is provided to resist the internal tensile forces which develop. Because steel reinforcement can only develop the resisting tensile force by extension (i.e. steel needs to extend to develop stress), and hence cause cracks to form in the surrounding concrete, cracks in reinforced concrete structures cannot be avoided.
1.2
Concrete expands and contracts wtth the increase in temperature during hydration of cement and the subsequent fall in temperature. In continuous structures, if this movement is restrained. tensile stresses will develop which can cause cracks to form. The effects of thermal contraction and drying shrinkage may be controlled by the provision of reinforcements and movement joints.
1.3
Although it is accepted that cracks will be present in reinforced concrete structures, the degree and magnitude of cracking should be controlled. In the design of liquid-retaining structures it is essential to restrict the width of cracks in the structure. The maximum design surface crack widths Win BS 8007 for direct tension and flexure or restrained temperature and moisture effects are as follows
W = 0.2 mm for severe or very severe exposure
W
0.1 mm for critical aesthetic appearance.
The above assumes that, if cracks do not exceed 0.2 mm, they can heal autogeneously. 1A
BS 8007 is based on the limit states approach. Generally, the ultimate limit states do not control the design of the concrete section and reinforcement, and design should be carried out for the serviceability limit state of cracking, followed by checking of the ultimate limit states and other serviceability conditions.
1.5
Appendix A of BS 8007 provides calculations of minimum reinforcement, crack spacing and crack widths in relation to temperature and moisture effects. Section 2.1 summarises the design formulae and Tables A 1 to A6 provide the calculated reinl(ucements required for control of thermal and shrinkage cracking.
I .6
Appendix B of BS 8007 provides calculations of crack widths in mature concrete under structural loading. Section 2.2 summarises the design formulae and Tables Bl to 836 tabulate the service and ultimate flexural capacity of a range of slab thicknesses and reinforcement arrangements under differing conditions of crack width limitation, concrete strength and cover.
L7
The design calculations of both the serviceability limit state of cracking due to thermal and moisture effects and flexural effects can be tedious and time consuming. In the preliminary design stage, the design tables in this document should assist and short-cut the design precess, saving valuable time. The most economical design solution can be selected by direct comparison of data within the tables.
2 0 DESJGN TABLES TO BS 8007
2
Design summary
2.1
Design for thermal and moistnre effects (Reference: BS 8007 Appendix A)
2.1.1
Procedures swnmarised below are appropriate for long continuous slab and \Vall construction, and cracking arising from temperature and moisture changes is controlled by providing adequate amounts of reinforcement without contraction joints. For design with contraction joints and partial restraint refer to BS 8007 Cl. 5.3.3.
2.1.2
Minimum reinforcement required to control the early thermal and shrinkage cracking (within three days)
Peri< is the critical steel ratio which is the minimum ratio of steel to the gross area of the 'concrete section' (concrete section being the surface zone as defined in Figs AI and A2 of Appendix A of BS 8007). This critical reinforcement is required to transfer tensile force across the cracks and to distribute cracking.
fct =direct tensile strength of immature concrete (usually taken at an age of three days) /y = characteristic strength of reinforcement
Vi:J.lues of pcr;, Estimated f., ct ct ct
2.1.3
(C30) (C35) (C40)
1.45 1.6 1.75
/y=460
/y=250
0.0032 0.0035 0.0038
0.006 0.0065 0.007
Reinforcement required to control crack width due to thermal and shrinkage effect: Tl
= temperature rise due to hydration of cement.
(Refer to Table A2, BS 8007) T2 = IL'lllperature fall due to seasonal variation. ~ = coefficient of thermal expansion of mature concrete (usually taken as 12 x 10-6 ). BS 8110 recommends the following value for a
W
S [ b
Aggregate type
Coefficient of expansion of concrete (a)
Flint, quartzite Granite, basalt Limestone
12 x
w-"
10 8
X
JO-b
X
J0-6
the permissible crack width in rnm. For severe or very severe exposure W = 0.2 mm. For critical aesthetic appearance W = 0.1 rnm. crack spacing. average bond strength between concrete and steel.
bar diameter.
p = reinforcement ratio based on area of surface zone.
DESIGN TABLES TO BS 8007 0 3 'ITI-T2J
=strain due to temperature (Tl
+ T2).
W=Se. e is the effective strain= eshrinkage + e(TI,T2)
-
creep strain.
BS 8007 recommends the estimated effective strain e to be Therefore
w=
sG)cn + T2)
Maximum spacing of crack
(7:
(~)en+ T2)
Sm~ =
(i') (~)
= 1.0 for round bar and 0.67 for deformed type 2 bar)
Maximum crack width
Wm~ =
[
0:) (~) ]@(Tl +
T2)
Re-arrange equation P= [
2.2
~) ( 2
:mJJ(~)en +
Tz)
Design for flexure-serviceability limit state (Reference: BS 8007 Appendix B) b
L
1 X
Neutral axis
z
h (f,A,) f,
Section
2.2.1
Strains
Stresses/forces
The design is based on the elastic theory, cracked section. E, =moduli of elasticity of reinforcement (200 x 103 Njmm2 ) E, = moduli of elasticity of concrete.
In assessing the strains for calculation of crack width, E, should be taken as [5.5y'(F,u/ 1.5)]/2 . E, Modular ratto a = E,
fc Is
=
ecEc
(BS 8007 limit.!; to 0.45f;ul
=
ESES
(BS 8007 limit.f. to 0.87F,J
4 0 DESIGN TABLES TO BS 8007
Equilibrium of forces: concrete compression= steel tension 0.5fcbx =!,A, 0.5ecEcbx
= EEA 5
~bx-2E'A Es
.
Ec
-
5
5
s
X
Ec
Smce - = - - -
(d-x)
8, X
(d _ x) bx = 2cx.A,
Re-arrange equation bY = 2cx.A (d- x) ; d' 2
(x(d) =
2aG;)(l-~)
Substitute reinforcement ratio 2
(x(d) = 2ap( I (x(d)
2
+ 2ap(S) -
p-
(A') bd
~) 2ap = 0
quadratic equation
Solution of quadratic equation
+ .j[(ap) 2 + 2ap] {-ap + .j[(ap)2 + 2ap])d
x(d = -ap x=
It should be noted from the above equation, that the neutral axis position is a function of the modular ratio and area of reinforcement of a given section only-it is independent of the applied moment.
2.2.2
Crack width.
d-x) [,= ( h-x s,E,
In calculating crack width, BS 8007 gives allowance to the stiffening effect of concrete between cracks where ern is the average strain for calculation of crack width s2 is the strain due to the stiffening effect of[, concrete between cracks. Substitute
OJ= ern+
s, in the equation
d-x) /, = ( h - x (Bro
+ s,)E,
For crack width W of 0.2 mm £2
=
b(h -x) 2 3E,A,(d- x)
DESIGN TABLES TO BS 8007 0 5
For crack width W of 0.1 mm E.?
-
=
1.5b(h - x) 2
cc=c-'--:-:-~'-c
3E,A,(d- x)
From BS 8007 Appendix B
"d h crac k wt t W=
c)
3aaem (a I +2 -'-'h -x where a" is the distance from the point considered to the surface of the nearest longitudinal bar c is the minimum cover to the tension reinforcement.
Re-arrange equation
From the previous equation f.=
(~=;)
Substitute
-(d-x){w[I+2C~'-=-xc)] -h3 + e, }E,
f. -
-x
acr
Moment= force times lever arm 'Z' M, = f.A,Z
since Z = [d- (xj3)]
M, = f.A,[d- (x/3)]
Substitute f. (function of W, ac, and c) in the above equation
M, =
2.3
(~ =;) {
w[ 1 + zCc'- c) J }
3 ac~- x
+ e2
E,A,[d- (x/3)]
Design for flexure--ultimate limit state (Reference: BS 8100 C I. 3 .4.4.4)
t
b
L
1
D.DD35
X
Neutral axis
-t rSFcu
[
0.405Fwbx
z
h
A, 0.87FyA,
Section
Strains
Stresses/forces
6 Cl DESIGN TABLES TO BS 8007
2.3.1
Equilibrium of forces: steel tension= concrete compression
0.87F,A, = OA05Fruxb
,
I
I
I
X
0.87FyA, , = 0 405F,ub
I
Momem = concrete compresslon or steel tension times the lever ann Z
M011 =
0.405P~.bxZ
I
Mull
since Z = (d- 0.45x)
= 0.405F,ubx(d- 0.45x)
BS 811 0 conditions
(a) limit x to 0.5d (b)
z < 0.95d If Z > 0.95d then M, 1, = 0.87FyAs0.95d
I
DESIGN TABLES TO BS 8007 Cl7
EXAMPLE
I I
PROJECT:
SHEET No.
100
Water Holding Tank
DESlQN. QF F'ILEJ) BAS_£; Si..0!3
--4mwater I.
'' '' '' ''
Piled raft I base slab 1350
'' '
600 diameter piles at 4 m x 4 m grids
Note::;: 1) Continuous construction (i. e. no contraction joints) 2)
Exposure~- severe
Limiting crack width to 0.2 mm
3) Concrete mix (a) C 35A concrete (b) 325 kg/m 3 cemert content (c) max. water/c ratio= 0.55
4) Cover= 40 mm
6) fy=460 Type 2 deformed bar Pu~ = 0.0035
f.tlf, = 0.67 7)
Granite aggregate; coeff. of tfcerma! expansior. = 10~
8)
Pile diameter i;; 600 mm
6
8 0 DES!GN TABLES TO BS 8007
.----------------------------------,
EXAMPLE PROJECT:
SHEET No.
101
Water Holding Tank
1 bQ.ADING
I
= 8.4kN/m 2 2 = 40 kN/m
Self wt. of slab = 0.35 x 24 Imposed load (water)= 4 x 10 . . service desien load
=48.4 kN/ m2
ultimate design load = 48.4 x 1.4
= 67.8 kN/m2 Rt;IHFQKCEMENT REQUIRED.FO.RCOHJRO~ OF THERMAL AND SHRINKA_Gf' Ct;AC_K_S
I
350 •f-
f
I
Top
1=~~----·=1 I
Bottom W=0·2 Coeff. of thermal expansion = 10
6
Use Table A5
For surface zone depth = 175 mm 2
0 =12 mm, A, =704 mm 0 = 16 mm, A, = 938 mnl 2 0 = 20 mm, A, = 1173 mm 0 '" 25 mm,
,A,,
(Tl2 -150 T)
(T16- 200 T) (T20- 250T) 2
(T25-300 T)
2
(T32-300 T)
= 1466 mm
0 = 32 :"lrr, A,= 1875 mm
(TOP)
t T
SURFACE ZONES h/2 = 175 mm 100 mm
DESIGN TABLES TO BS 8007
EXAMPLE
SHEET No.
Watec
Ho!di~g
Fer surface zone depth = 100 mm 0
~
0
=16 ,,.,m,
12 mm,
A0 = 402 m'""
0 =20mm, /-,
0
A6
0=32 mm,
he = 0.6 m < L/4
: Effect1ve
(T16- 300 B)
2
(T20- 300 B)
2
~:-25-
300 B)
2
(T32
~-
300 B)
= 1072 mm
spa~ i
DESIGN AS FLAT SLAB
4 m /4 = 1.0 m
= 4.0-2/3 x 0.6
I I
(112- 275 B)
= 838 mm
QE;:BIGtJEQE f~f)(Ug!; -
(BO-rTCiv1)
2
= 670 mm
0=25 mm,
Tank
2
As 536 mm
102
3.6m F0
I I
(SERVICE LOAD)
F,[t
4
X
4
(~L TIMME LOAD) = 4
X
X
48.4
=774.4 kt~
4 X 67.8 = 1085 kN
BS 8110, Table 3.'9
M,,tf
Ms
·--··--· 0.071x F0 xI 19BkNm
Interior span moment
Interior suppono moment
I
, -
00"'5 . ...;
X
fs
I=-153 kNm i
X J·
0.071 X F", X ! =277 kNm
I
-0.055 X F"" K i =-2'5 k,'Jm
I I i
w9
10 0 DESIGN TABLES TO BS 8007
EXAMPLE
SHEET No.
103
Water Holding Tank
PROJECT: BS 8110, Table 3.20
Column strip
Middle strip
Span
Ms = 55% x 198/2 = 54 kNm
moment (kNm/m)
Mult
Ms = 751, x -153/2 = -58 kNm
Support moment (kNm/m)
d2 d,
= 76 kNm
= -81 kNm
Mult
Allow
0
K20mm0bar
E N
~-
0
f'
Middle strip
E
Jf-200T
N
I~
Column strip
E N
Middle strip 2m
~
I!
T20-200B
Column strip 2m
rzo-z06'r
J! • ~
"--------?
"'-----?
J~
T20-200T
~'
0
N
= -27 kNm
Mult
USE TABLE B28
T16-200B
~
T20-200B
J! ~
T16-200T
H
>=
f'
Ms = 251, x -153/2 = -19 kNm
W = 0.2, F,c = 35, cover= 60
Column strip 2m
rT20-200T
= 62 kNm
Mult
Max. cover= 40 + 20 = 60 mm
40 mm cover
Column strip
Ms = 45% x 198/2 = 45 kNm
"--------?
I~ N
~
T20-200T
•
Note: Two-thirds of reinforcement required to resist the support moment in the column strip should be placed in a width equal to half that of the column strip and central with the column.
SUMMARY OF REINFORCEMENT REQUIRED FOR FLEXURE
DESIGN TABLES TOSS 8007 :i 11
I
EXAMPLE PROJECT:
~
SHEET No.
Water Hclding Tank
UJtJmAt:.¢( . J::;;hefor
IUi~J;y;ate
shear tracsfer w p'le "' 10B5
67.8 X (7t
X
5S 8110, Table 3.19
I Tota' coiUir.nfpile moment= 0.022 x 1066 x 3.6 = 85 kNm
350
1 d1
' Id I
40-10
300 mm ] = 290 mm
2
= 350 - 60
I • I Ii
10 = 280 rr.m
First critical pedt""eter (1.5d frorr. column face)
:; :~:~g
.
+2
X
15 X a)
=5880mm
'
vrft
I I
= 1066 X [(1
T
1.5 X 85)/(1066 X 1.47)]
1154 kN 3
V = (1154 x 10 )/(5880 x 290) = 0.68 H!m:r
A"
2
1571 mm ("20
1001'\lbd
0.54
2
ZOOT) 2
V, = 0.62 l'/mm < 0.68
. iNCREASE REINFORCHENT LOC/'.L TO COLUiviH SlRIP
To T2C - 150T,
100A,Ibd = 0.72, Use
A*= 2094
V, = 0.683 > 0.68 N/mm
- 150T column strip/support.
2
2
0.6 )/4 = 1066 KN
12:::1 DESIGN TABLES TO BS 8007
IEXAI\IIPLE p_ROJECT :
____
N-o~·-_'_:J5--···~
--S-HE_E_T
Water Holding Tar;k
Check shear at colu~ten face
iI 2.'.1 N/mm 2
Ultimate span moment;= 277 kNm
! d 2 = 280 rmr :
I tv!!b&'-2. = 277 x 1o";c:ooo x 280 2 = 0.88
1 !
tvODIFiC'\TIO~I fi\CTOR FOR TEfJSiON RE'I,IFORCEtv1ENT
"'1A4 ;: : : 1.44 X 0,9 ~
X
26
33
.Actual span/d = 4000/2BO = 14.3 < 33
../ OK
DESIGN TABLES TO BS 8007 013
"'otes to Tables Al-A6 L
The tables the area of reinforcemer.t in rm:1 2 required for control of thermal and shrinkage cracking ln each surface of the concrete surface zone.
2.
W is the permissible crack width in nn For severe or very severe exposure W = 0.2 mm. For critical aesthetic appeamnce W = 0.1 mm.
3.
Coe!T. of thermal expansion is the coefficient of thermal expansion of mature concrete, usually taken as 12 x I o~ 6 . BS 8110 recommends the following Aggregate type
Coefficient of expansion of concrete
···············--····--+--
Flint, quartzite Granite. basalt Limestone
12 X 10 x 8 X
JO~E w~• JO~S
4.
Bar Dia. is the diameter of reinforcement in mm.
5.
Tl..,.. T2 is total temperature due to hydration and seasonal variation in °C.
6.
Surface zone depth is the surface concrete depth in mm as specified in Figs A 1 and A2 of Appendix A BS 8007.
7.
In the calculation of the tables, bond strength of high yield deformed type 2 is used, i.e.fo,//b 0.67. (In view of the very marginal cost difference between deformed high yield and mild steel bars, there is no cost advantage in using mild steel bars.)
8.
Minimum reinforcement assumed is
9.
For design formulae refer to section 2 .I.
p""' = 0.0035.
14 0 DESIGN TABLES TO BS 8007
Coeff of thermal exoansion = 12E·6
W= 01
Sl Bar Dia. 12
12 12
12
"20
112
125
137
362
405 540
452
496
25
482 60::
30
724
844 ...
40
50 55
12
1447 1008
12
70
15
16 16
" .
~
'216
.......... 1206 .......... 1327
••65
16
150
175
200
225
250
1685 . 1899
1930 217
211 2442
2.,2 2 14
2322
2653 289-!
2885
3256
3317 3618
67 81C ..946
1080
I
ZONE
100
'351
1486 1009
1963
1686
1621 1 ?56 1!JB1
482 643 8U4
54C 72!J 900
603 804
661 881 11C
'1286
1441
1447
1621 1801
1G05
'24 965
844 1',26
12UC
96C 1085 1286 ... 1447 1608 1809
1206 1608 10
30
os .
1oce 1 roe
1!!B1
1608 1809
1162
1930
225
2573
2894
1983
21
2$33
3256
3216 3618
2010 22·
2203 2423
12 2653
3095
2894 3216 3538
3618 39&c
4422
2814
402G
16 .. 65 2090 2341 2613 28134 3136 3658 4181 4703 ==~"=i===it60==i=j1~930=+=~2Z1'~6~j2~41012~=~2~~4t=2~8~~=j~G~7=+=~3~¢9t=~4~M2=+=~4824 2251 2521 2814 3084 45(}2 5065 20
15
603
675
54
826
l?05
1055
1200
1357
1500
20 ,.
••
1809 2()1
2026
2261 2513
2478 2754
27' 4 30'5
3166 3518
3618 4020
4070
2251
4523
4523 502tl-
4221
4422 4824
49l5
5528 -
20 20 20
-+ . . . . . .,•:;c...·-~22m.;,....+-~ 24117~6t-2~7~&4;...-.J-~ 302~9+3 :3' 60 2412 L/U1 oU1o 361~ 2\Cd 3152
3266
35BD
3920
4573
5226
3518
3855
4221
4925
5628
5421 5879 >332
844
942
1033
131
1319
1508
'c696
O
55
2613
20
70
2814
25
.............. 1>
..
6030
6533 035
1884 2513 2513 282; 3W 3015 3392 3769 3518 3957 4397 4020 4523 5025 4:5;;;:;23~>.....;5:;008;:;.-8+-_.;:55:.;;553':'---l 5025 5653 6281 5528 6218 6900 6030 .......6784 538 6533 7349 8166 7035 7914 8794
~-2~'-1--~··---t····,1~.w~"+-~'1~m~,1~256~·~·~,,~·-;~···~··~··~·4-~1~7s··~·s···_·····+-~201~0~2~261.4 25 .......25 ..
'
'
25 30
14Gf
1256 1500 1759
1570 1884 2198 •1J
1721 2065 zro4
""""
3518
2s;,,
3098
3392
141 3455
2"".!.
1688 1970 2251 """" 2814 3095 337i
.>roo
zo
4l1
•• 50 55
zo
••
25
••
3260
""""
4083
3442 3786 4131 4475
25
70
3518
3940 ....... 4397
4819
1441 1801
1200 608 2010
~
;;~~
J2
10
32
20
3l
25
"2Bf. cEiJ8
~~
~~
'930
...•••
2198
2261
2638
2459
25 25 25
2<01 2013 2764
1884
5276
= 1J£L 1>62 2203
144/ 1930 2412
~:
1930 2573 3216
3377
--il~2-+~~~··~~~t::!=.. ~3.6~i118~=~ 3966~5==~ 434t:j2~ ;~
..
32
'"'
""""
43LL
32
•• 70
""' 4502
4662 504C
32
::
~
3602
+. .
~
: . ·
217' 2894 3618
2.,2 3216 ... 4020
7236
ffif . . m~
:~~
~~ ·······~~
~~;~
6~;
6512
;~~~
~
40L4 5226 5628
o2B!
6704 '316 7879
7718 8362 9005
8683 940 "( :30
9648
5728 6168
5iB9
: ,
6271 6754
0<52 11256
DESIGN TABLES TO BS 8007 Cl15
TABLE A2 ·-·-~~··--··---··--~~-~~--··--··~-··-~·
w-- 0 1
BarDia. 11 12 1Z
!l.:!:TI
112
125
15
350
392
438 5 6
l2 )3
"
)4
40 45
12 12
12 12
"
12
ZONE
137
150
175
480
s; 6
6'
1010
:131
!JOE 1106
1126
1256
1377
1238 1351 14M
1382
1515 1652
l,j\JI
1401
15
402 53
....
..••,.
a;
so
16 15
,.
450
_503
55'
600
671
750
838
734 918 1101
~
""
10(2 1206 1340
1:301 501 16, 18
"
508
"
20 20 20 20_
15 20 25 30 :IS
20
•• ••50
20
20 20 20 20 20
••
•• ••
20
2'.. 25 25
.... Z>
32
..
32 32
35
32
45
····"'32 ..
••""
..••
70
..
6';18
104
"""
1'.73 1407 ;42
2mc
2345
2004
2722 2931 804 1072 ..
134C Hl08
10/b 2144 241 269(
L"'' 3£10
3484 3752
'""
1041 1.309 1570
)05
206
203
12
c'l87
b!W
818 14/ 1377 1006 1836 LUtl:>
2285
2524 2754 2983
.
bt
1141 1434
...
/04
1005 1256 1508 1759
BOO
lOOt
1201 1501 18()1 L1C1 £401 2101 3002
1340 1675 201C
1101 1468 1836
""""
.CWJ'l
4202
2203
Zl4t
LofO
268C
2JJ37 3304
30 335
"""
4UL
.. 4355 459C
3672 4UOB 4405 4173
5140
Kl5 2013
100 1340 lot 2U1
508
"'"
211' 2412 2714 30
Hill8
2010 241£ ;1814 3216 3619 4U£U .. 442<:
4824
5226 5628
Z045 268()
3015 350
1508
885 4 D20.
"""" 4000 1250 1675
"'"" 2931
3010
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3224
=o
339'2 3169
3685
4146
i606
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i025
1413
2345
2045
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3518
""""
3664 4030 4337 4763
4188 4606
5444
140/
Hill8
5025
CJU1o
i= """" 3fbB 424() 41 5182 5653 6124
4397 1200
. 'u"' . o
~~
20'0
2052
3769
3283
2764
=i=
1466 1759
"""'
045:
lUl lZ'C lbl 110Y 2010 2261 . 2513_
3518
1131
3""8
3769 4083
250
"""
1005 1340 1675
"""" '""1
3100 3442 372ll 4016
""'u
,, " "'""
125.6 1675 2094 2513
28/B 3141 3402 3664
'&!" 2D35 2261 2487 2714
216 ..,.
"'""
3141
""'
2412 26BC 948
1466 1832 2198
2600
'""
lblb
2144
!l42 1Z,o6 157G 1884 2198
""'" £62,
2814 3049
'73
804 1072 134C 1608
""''
;!'
2000
8/8
loOB
1809 2010 221' 2412 2510 .... 2514
=i
"
11
14
'" '"
i
lbl
"'" = 2513
..
'04 938
'lVI
1675 ltltl4 ;1094 2303 25'3 2722 293'
<251 2439
603 !04
100!l 1800
146£
""'"
,..., """
lLBO
1047 1256
16(6
"''
1400 1002 1836 J19
938
20ti4
"''
13bl 1583 508 1759 1658 193 1809 211 ... 1>J(jU .. £111
re
636 ..
112£ 1313
'"
.~
1CMU 15'.!8 1675 1843 2010 2178
b
{5()
225
8~
1173 14t)7 1042 1b/b 2111
··"""
2626
047 125 148
15 20 25 30
"2
'"""
16{ 1843 2010 2178
25 30 35
••
32
838 .. 1005 173 1040
838
55 60
25
"""
6W
·'"20 •• ••50
25 25 25 25 25
l '""
,oo5
474
,,.....
Jb
1508 1633
JU
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""'
8'J5
1208
200
188
101 12oo
70
20
,.
eu•
..••""
...
.. 12
32 32 32
""
126
"
32
.. ~
100
12
..
Coeff of thermal exoansion- 10E-6
L!J,jl
33<)0
>444 5803
15
2094 2617 01141 3bb4 4188 4711 5234 5758 6281 .. 0000
'"""
=i=Hi 3283 3152 4221
~~J
'"'"
56'l8 6097
6566
1809 2412 3015
""'"
2010 2680
""""'
4UZU
3152 88 48 24
4221 4824 542;
"' ou
oueu
b/UU
"
"""" 536()
6030
""""
6968
1236 7839
..'"" 804C
7504
12
8710 938C
"""' .. 6432
'
16 0 DESIGN TABLES TO BS 8007 TABLE A3
Coeff of thermal expansion- BE -6
W-01 -
SURFACE ZONE DEPTH Bar Dia.
T1+T2
100
112
125
137
150
175
200
225
250
12
15
350 350 402 482 563 643 724 804 884 965
392 392 450 540 630 720 810 900 991
438 438 503 603 704 804 905
480 480 551 661 771 881 991
525 525 603 724 844 965
613 613 704 844 985
700
788 788 905
875 875 1005 1206
1085
1126 1266
1005
1101
1206
1407
1106
1212
1081
1206
1322
1045 1126
1171 1261
1307 1407
1432
1542
1327 1447 1568 1688
1548 1688 1829 1970
350 392 429 480 536 600 --643- --720 750 840 858 961 965 1081
438 536 670 804 938 1072
480 587 734 881
525 643 804 965
613 750 938
1028
1126 1286
1072
1201
1179 1286 1394 1501
1321
1469 1616 1762
1561
1340 1474 1608 1742
1909
1930 2090
1681
1876
2056
402 536 670 804 938
450 600 750 900
503 670 838
551 734 918
1005
1101 1285 1469
12 12 12 12 12 12 12 r---12-- - 12 -- 12 12 16 16 16 ---16 16 16 16 16 16 16 16 16
20 20 20 20 20 20 20 20
70
-~30 35
40 45 50 55
60 65 70
--
20 20 20
32 32 32 32 32 32 32 32 32 32 32 32
65
15 20
---20- -
25 25 25 25 25 25 25 25 25 25 25 25
20 25 30 35 40 45 50 55 60
15 20 25 30 35 40 45 50 55 60
65 70 15
- ,----
20 25
1072 1206 1340 1474 1608 1742 1876
30 35
40 45
1652
2251
603 804
704 938
1005
1407 1608 1809 2010
1173 1407 1642 1876 2111 2345
2211
2580
2680 2948
2412 2613 2814
2814 3049 3283
3216 3484 3752
1206
2064 2251
2513
2439 2626
2722
2345
1256 1508 1759 2010 2261 2513 2764 3015 3266 3518
643 858
720 961
804 1072 1340
1843 2010 2178
1072 1286
1501 1715 1930
2144 2358
60 65
2573 2787 3002
1201
1441 1681 1921 2161 2401 2641 2882 3122 3362
2931
1608 1876
2144 2412 2680 2948 3216 3484 3752
2524
2754 2983 3213 881 1175 1469 1762 2056 2350
2644 2937 3231 3525 3818 4112
1072 1286
2439 2626
1377 2065 2295
788 965 1206
2358 2573 2787 3002
1147 1606 1836
700 858
2064
1256 1466 1675 1884 2094 2303
1126 1313 1501 1688 1876
2613
1769
1047
838
563 750 938
2010 2178
2412
2352 2533
2144
754 1005
50 55
70
-
2171
2090 2251
1876
688 918
1340 1508 1675
15
1340 1508 1675 1843
1809 2010 2211
1447 1608
1608
628 838
503
-- 670
40 45
20 25
1173
1769 1930
1085 1266 1447 1628 1809 1990
1126 1286
1447
2345
1005 1173
60 65 70
1051 1201 1351 1501 1651 1801 1951 2101
1266
804 965
1126 1313 1501 1688
1836 2019 2203 2387 2570
30 35
50 55
1441
1175 1322
700.
965 1286 1608 1930 2251 2573 2894 3216 3538 3859 4181 4502
2251
1501
1715 1930
2412
268~-2948 3216
~~-~~ 1340
1508
1608 1876
1809 2111 2412 2714-
1675 2010 2345 2680 3015 3350 3685
2144 2412
2345 2680
3015 3317 3618 3920 4221
3752
4020-4355
4690
3015 3350 3685 4020
1131 1508 1884 2261 2638 3015 3392 3769 4146 4523
4355 4690
4899
4606 5025 5444
5276
5863
1447
1608 2144 2680
1126 1501 1876
1286 1715 2144
2251
2573 3002 3430 3859 4288 4717 5146 5574 6003
4878 5253
1876
2144
1340
2052 2345 2638 2931 3224
4127 4502
1340
1608
905 1206
804
1340 1675 2010
3752
2894
875 1072
1072
1005
3002 3377
2653
--
3484--
879
2626
-
2814
3136 3377
1173 1466 1759
3518 3811 4104
1447 1688 1930 2171 2412
1407 1608
1930 2412
1256 1675 2094 2513 2931 3350 3769 4188
2894 3377
3216
3859 4342 4824
4288 4824 5360
5306
5896
5789 6271
6432 6968 7504
6754
3752
AL1
DESIGN TABLES TO BS 8007 0 17 TABLE A4
Coeff. of thermal expansion= 12E-6
W=0.2
12
12
12 12 12 12 16 .. 16 16 ··· ""1s . ,.
16
3o .
55 .. ...
ro
··· 20 30"" -,.
60 65
1S
ro
~: ··-·
15
"lis
480 · 480
525
613 613 613 633 .
?OC
788
405
...438 438 .. 438 452
724
814
743 810 878 946
19 805 980 1oss
lOS 981 !074 1157
1266
161 1266 1372 14;c
1327 1447 1568 1a88
1492 1628 1764 1ees
""392
438
392
438
480
525 52$
700 ?CO
450 540 .... 830
so3 ···· ssf so: 661 .. 704 .. 771 ..
613 613 ··· 704 ··· 844
1081
1206 1307
12s
35e·· 350
392 392
350
392
362
653 724 784 844
452
.. 482 563 ..
965 104E 112s
12s'
14o1
35(
392
438"
.
DFPTH
150
"112
350
7l"lf\IF
137
ioo
15
·zo
16 20
t
25
~·
s25·· 525
480
496
.. 543
995 1085 1176
eo: 724 .. 844
~7
1322 1432 1542
1568 1688 525
48(
985
1688 1829 1sn
200 fOG
70C
··
225
250
788 788
87
.. 1126
788 788 905 .. 1085 1266
1930 2000 2251
.71 2352 2533
so4· 965
513 7
788
f.-.... ··.···-;~::-:-·-+-.~;~;c.-;+-.,;;;; ~;-~f-~~~··-+---i::.;;..•~~!-···~ ~!~+·· ---:~;;;':"79,;.....- t--7'1'::,;·~·.--11-··";13~.,- .. 906
1651 180
..
87 875 005
2412 2613 2af< 87 1~
1--··.·-~~·-4--··~~~--+--··-:;~~~··-l····~;~7~s····-l- ~~-·· l~··~~~····-+-~ s7 1~,~~:5 +;;~~~,;~'-f-~;;~~··~--;~;~s7~·+-1;1 ~~oo~--l ..
004
. 900
4lf
•05
1013
113'
. 1: jg
1---;;.-20 --1---·~ •• --·+-~20:6~-+--.;: to 65 1307 1462 ·20 7o 1407 1s1a
1501 1633 1759
11 1700 1s2s
,..
1005.
422
41
J6
1
'809 1960 2· 11
-51
1407 1583
16
21 2286 2482
2412 2613 2s14
6
"
2010 2281
2714 2940 3166
301: 3266 3s1a
848
942
1~
54
·· zs ·· 25
s79 "1005
985 126
1099 · · 1256
1:mr
.. .
1~77
1s1s "1508
1539 175!i"
1759 2010
1a1e . 261
100 2513
25
..
1508
1688
1884
2065
226'
2638
3015
3392
3769
56
724
844
108! 14471809
1200 1soil 201(
35
'*"
:12
15
482
540
603
-,,
2o
643
720 ··
604
as·.
32
25
804.
900
"1005
111)1
1206
14(
1286 1608
144', 162
1608 1809 2010 ""221 2412 2613 2814
762 1983
193C 211
-2203
24T2
2423
2653 2694 3136 3317
22( 2533 2814 3095 3377 3658 3940
2573 2894 3216 3$38 3859 4181 4502"
32 32 32 32 .•• 32 32
-.0 -..
so
... 55 "" _.... 70
1286 1447 1ooa 1769 .,930 2090 .. 2251
98 16
3·f
2521
2644 2864 3084
·
965-
'26
2894 3256 3618 3980 4342 ... 4703 50€5
3216 3618 4ozo 4422 .. 4824. 5226 ..5628
18 0 DESIGN TABLES TO BS 8007
TABLE AS --;:;;--:;~---------:;;c--:::;--;:-;-;;--~-~~
W- 0 2
'~-- ~
Coeff of thermal expansion
= 1OE-6
L•••
ZONE' DEPTH
Bar Dia.
T1+T2
100
112
125
137
150
175
200
225
250
12 12
15
350
392
438
480
825
613
700
788
8~
4UO! 452 503 ooo ouo
400 507 563 619 "'"
503 565 628
551 620 688
············'12'
.. 45 •• ., so
603 676 754 lot········ ........szs
104 791 379 as;
804 005 1005 1100
005 131 1256 1382
104
12
••
653
732
s,; ··· ·
826 895
sa
70
704
788
879
964
1055····· .......1231
130? 1407
905 1018 1131 1244 1357 147• 1583
4:>0 438 438 503
520 525 525 603 704
61
586
4&J 480 480 551 643
700 700 00 604 938 1072 12os 1340 1474 1608 1742
788 , 88 788 905 1055 120€,1357 1508 1658 1609 1960
87• 87 875 1005 1173 1340 1508__ 1675 1843 2010 2178
1759
2052
2345
525 e2e 785
613 733
00 s3e 1047 1256 1466 167:
12 12
12 12 12
16
,
"""
20
3bU
25 30
35( 402
""" 392 392 450
16 . . 16
35
469
525
40
536
16
..
"'"
or
ro4 ....
"""
50 •• .. "
670 737 804 871
7&0 825 900
836 921 1005 ..
918 1010 101
1313
1466
350
392
4'
469 586
438 sz3 654
16 16 16
20
1143
61
704 821 938 sos 1oS5 ODE 1173 ···········06····· 1290 1206~ 1407.
·····1206
,. •• 25 " , .,
" 838
0;<1 938
"1" ·,o41
1004 147
1099 1256
1099 1282 1466
25 25 25 25
50 "" ••
1102 1256 1361
121'0 1407 1524
143\l 15 170
15/B 1721 1664
1f2f 1884 2041 2198
2015 2198 2382 2565
2303 2513
1206 1407
1407 1642
1608 18!6
--;!;;c32..~-+---:~c;--:-1---i~
1-
w""
25 25 25 Z5 Z5 25
s:
48()
905
······574······· 17
s1e
27'22.
788 s4z
875 1047
ra
1309
1413 1649 1884
1570 1532 2094
2591 2879 ~~~27-+...;3~141C"". "" 3402 3664
..J
I~ I I:-+-~1~rl- - i.1~,. :,3;,- jf- -i,8.; ;:0u: 4~,02-+~;r ;705; : . .~· · ·. J·_···~i~o~"5··-l··· =
32
40
1BO!l
18'6
2144
32 32 32
.. 50 "
21 2345 258D
2412
1340
1809 2010 ll11
2948
32 32 32
•• 65 70
:,':;~ ... :~~, '"" .• , 1876 210
2412 2613 2814
2814 3049 3283
3216 3484
3618 3920·····
35
m ·
1759
2931
1809 2111 2412 2714 3()15 3317
3<1
32
1508
150, 1651
1575 1843 2...0.10.
2345
I
1836 2019 ll03 .
201 2345 2680 3015 335C
....
3685 4020 4355
DESIGN TABLES TO BS 8007 :J 19
TABLE AS -------~----~-c--···~---··--~···--~···~-
w-- o 2
- -
Coeff of thermal exoansion - 8E 6 70NF
B~rDia~
T1+T2
100
ff 12
15 20
12 12
25 30
35
12 12
12 12 12 12 ······
-,2
12
.. 40
,.
20
1if 1if
30 ..,..
16 16
40
45
1if
1so
175
350
392
rOC
'350
4$C 48:'
613
392
438 438
525
3SJ
525
613
392
613
392
400 4BC
525
350
525
613
70C
35( 35C 362
392 392
438 438 438 438
700 70C
48C 4:
525'
405
-,5o
452
503'
4:
495 54G
553 603
585
653
"'"'
630
704
482 s23·
-563
39:f
''429
392 392 392 42!l
-486
438 436 438 469' 536
482
540
603 ..
350
25
•• .. ,. .. ...-,. " ... . ••
.,.,.
137
442 ...
-65 7if 15
125
402
55 60 ...
16 16
112
350
350 375
sao·
536 590
-
fill
643
65
~
-
....
20 20 20
20
To To 20 20
so···
65 60
to
·---
976
938
105:
1089 173
1101 1193 1281
392 392-
438'
439
4&
25 25 25
-32
.
15
32
-;n
32 32 32
.. ..
32
32 32
32 32 32
25
30
35
....... 50
......ss·
67t
.. 844
838
938
92 '005 -059
1032 ·126 0219
350 ... 429
392 400
536 643 750 858 965
600
no 640 9€ 1081
"523 .... 628 733 838 942 1047 '52 12$6 136-
438 536'" 61( 80<
938 1072 1206
..
603 704 804 905" 1005 1105 1206
704 '82' ... 938
lost
700
750 858
70C 70C 700
sc4
938 1072 1206 1340
788
7M ...
844
865 .. 1085 1206 1327 1441
875 905
1005 -1106 1206
1307 87 875 875
875 938
1681
1072 1200 134ll. 1474 1600 1742 1876
788
875
788
875 87 1005 1173 134c 1508
156~
788
905 105< ... 1'206
1600 1742 1876
1357 1508 1658 1809 1960 2111
525
613
?ot
188
875
525
613 733 879
'88
87C 1047 1256
1307
628 '54
..
1045 1125
875
173 129C 140 1524 1642
···--
----- 700 83< 1005 1173
942 1131 1319 1508 1696 1884 2073
1675 1843 2010 217B 2345
'"879
1026
1005 1131 125E 1382 1508 1533
173 1319 146€ 1612 1759 1
i}
52E t\43
813 ...750
7()(
BSB
788 .. 965
804
938
1072
1206
965 12( 1286 144
1126
150' 1715 1930 2144 2358 2573 2787 3002
1688 193( 2171
B7 1072 1340 1608 1876 2144 2'12
2412
2680
265: ... 2894 3136
2948
... 193(
131C 1501 1688 1876 2064 2251
209[
2439
C572
1201
:340
1469
'1600
179 1286
132
1474
161E
1769
1441 156'
!608
742
1762 1905
1531
1876
2ti5B
1394
613
1407
48(
88 1028 1175 1322
613 513
-525-
=! 734
""
525
480 574 688 .. 803 918 1033 1147 1262
587
..
965
1010
'''jjj()5
469
804 884
826 ...s18
-900
657 750.
55 50
s5· 643 .. 734 ....
8b4 87
586
25 25
10'12 1179 1286 1394 1501
386
....... " 45 50
938 1032 1126 1219
7?.4
525
20 25
96E
643
6£', 734
469
563
25
844
587
48C
419 ...
1085 1176
~
563
138
503
25
96E
788
525
392 45C
20
.. 995
70C
525
48C 514
525
25
sos
804
884
70(
48C
35c
..
----
788
48C 48C
35t
81<
roc
438
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724
613 613
438
15 20
633 704
613
1045 12£
25 25 25
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525
955 1025
..
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525
8Jj
'50 825
13
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480
864
70
B?e 875
788 788 188
480
871
754 838 921
788
985
780
Goo
87 87
844
8C6 ...
... 675
/88 '88
77'
7'24
716
392 392
536 603 670 ... 737
250
·-784
66'
670 737
503
225
74 844 9i5
l5C 35C
30
.... 35
603
6£3····
000
... 720
16
20 To
525
200
2626
1843 2010 2178
~~·
144
'1466 1675 1884 2094 2303 2513 2722 293'
3216 .. 3484 3752
'
DESIGN TABLES TO BS 8007 0 21
Notes to Tables Bl-B36 l.
The tables give the service and ultimate moment capacity in lu'\fm.
2.
Slab
3.
CiiiiiJ is slab thickness= 300 mm.
Reinforcement.
DIA. is the reinforcement diameter ln mm. cjc is the spacing of the reinforcement bar in mm. As is the area of the reinforcement in the tension zone in mm2 per l m width of slab. 4.
Ms is the service moment capacity in kNm. Mult is the ultimate moment capacity in kNm.
5.
Crack "idth is the permissible crack width in mm under flexural load. For severe or very severe exposure crack width= 0.2 mm. For critical aesthetic appearance crack width= 0.1 mm.
6.
Cover is the concrete cover to reinforcement in mm. Minimum cover specification in BS 8007 is 40mm.
7.
Feu is the characteristic strength of concrete. C30 concrete does not strictly comply with BS 8007 in durability and should therefore only be used under special circumstances (e.g. when using galvanised and epoxy-coated reinforcement. temporary structure, special design mixes).
8.
Reinforcement is high yield type 2 deformed bar with Fy=460 Njmm2 (In view of the very marginal cost difference between high yield and mild steel bars, there is no cost advantage in using mild steel bars.)
9.
The tinted areas indicate areas of reinforcement below the minimum level of (a) Peri< 0.0035 to each surface zone (assume half of slab thickness or 250 mm} or (b) 0.0013 of the gross concrete section as specified by BS 81 J 0.
!0. For summary of design formulae refer to sections 2.2 and 2.3.
TABLE B1
~~~M00:-!~9 -~ 10
fit
;.~
125
...
'1o·-·, 150
1 200
I 22s
r.:
. ~;__ 19
624
I
24
'18 .. 31
. 22
~~~~
1
16
:M6~11
29 -[49
43
--:i;:--t- 41
31
35
I
I 276
C:wcJ
~ ~ ~ 35
'"
. ;,s-
42
,,_
M7~t
M.!o
M~ll
61
56
73
.>J/< 1,,.
'-···· ·-'"·'
;.,--;:·;;_
;, /
l"" l"'···l'1a
148 41
27 82 :34 00 12r 12~!.! t31 - - - - - ----· ---------100
::- ~;~±:~-t-~r~-
-1~ ---+- ~~~ -- ~94
115
~+~-~--~
.... __J~~-l- -~--
I • i~·"j';j~--t--~:ul ~=
l'""l-57
I ~ -f -~
~~- _}~~----l_§
48
Ms
! Mllll
i
I 4so M.!o
Mull
I '"' ;(;,,
i+-''• I·; ' 'c ,,,,,,,
I spq 1M
I
I MllJI
I
I
§()O
Ms
f
MllJI
I zso
.\
•:11
t
~ Jll~ll, rn
E} COOi[J
1M i Mute M•
Fi''~';; ;,,,,_ ' i!i.,. •.w••;i;
ii i··:·{
I
f
,
1
,
_:..:_~
"" I "" I 56 .'7ll. J.t59_L66
~-~~
1 21s
1
--~ ~::l·---~=
...
t ;g;, _usa~] 21e~
-- -~-~~ u
243
LJ~~L?~ u1~~.J .3:9?.
1
t· ~t :
-:¥f --3433---
¥!55.--
hii.-'i-;,i--+;;;;.+-iiii-J.137
0J: . ;,. :::•.
68
i'fi'\
cnit!ti _rW1~~~=llJ~-E ,~-tit ~J~-1i ~ ti~'"" l"~ 1
1
-·~ : i -~ --·~_-{-!_:_~.r~; ·~ -1§h5411:; :;. j~ -z5- l 1so n?z·l---37 ___ 10:2~~- 47 -h~-11iii~~J
: i
140
s7
___ 86 ___ ~ ~~r-1{)4 81 29 97
- 36 34
lj :_~----~~. -~
:
:
·~ m-=-~
~ 228 ~.
1J,O
(--· __ 14J '"'
50 47
184 • ·s7
-J! ~----~ 1~ _:1m- iii 1·r! -_ ~:~, i-;~ 391--'"1 ~ .,
~~: :; r~ ~ ';;~ 238~ &53- 341 eoo 464-1048
326 ~-123
~~-· ·:~-- i:~~ ~ ~-- ~~~~--~~ - -~-~~~-· !_~i=- --:~~- ~: :: ~-. ~; J~-~~--tf_J~tl.~ .W__ ~ L~~- k::~~-:,+1~ ·~- --jf,l:,;: ;;'1--i~l; t:c::1 I
25 __ ,._~!~--- 1~~~~~~ 25 aoo 1636
1-- ~~---i-~~:~f-~i--
:
-_-!~_J_~~~·J--- -~;~~ ~~:~ 32
i 200
4021
~~~ G~+iii~--~
~
i 122 1 113
~
158 146
64 •. _.!_~ 81 179
81
I " '
;~ ~-~ :-~f-: ~- ro:-;~ :~ !;: ~ ;~-~~~a;
I_'
37i. 340
~
-~ 246
4~- _'!!f:7 434 350
· 5~
52'1
~:~-[~;
226
-: ---~t~r 457
'
. Cr~ck
'i
~Ll.~
-1
I: +-i1f- -~;~--
n~~-26r- 100
r-
m
-<
toe_J :59 ['32
11-,--
~
m
'~
· "Tij5 19· ·r22 .. s?Jl.}1()1
-~16-
33
l 4op I
:c-:
"'- tI"'H 1li -~~:-r~~ -]~~]~~EH.~~-:t_:~ _-~- .-. ·• ee 1 42 · . .. . 44
I
I asp
44
~·
I••· .,., 16
I
I asp
~ ~ ~
37
r-;'" l _
I
width
= 0.1
Feu
=30
126?
·~··· ~ Cover
=40
"' 0 0
__,
~
TABLE B2 -... ..
SlAB
:EINFORCEMW~-H"
1 I
'
~"0
J
~--i
As
:::
l2oo lllzas lllaso I
I la5p I l4po
lsgo
I
lzsp.
lgoo
I
ft:l~tl:±:!: I tru~ I MYll
-l~--1-1H::1 WH~' ,_,ii,:,,--'~--'-.;;"',;_+*-+--;;;;,---~--iiii 9
1=~~~~~-~i~~t-iH~-~-i~=t-=-~~~~1 ~~ :~~~~
I
::.:tr:~.
1--
mt
lsoo l
I I45Q.
f~ ··~
102
83
I ..,
-,001
"' 52
.?.~--
119
100
rm
1 11a 1 91 1135
-50
1 2{)9 1
Jht t~- ~jL ~~+f: ~~ n~ n
rom_
249
1 11s
;
~
_
~ ~;;r-h;;r-tT;o, 17
-
__ !!:__
~
_1~-- --~l_1JQ __ ~J1T-
00
1Xl
67
--c~~-
87
' 149
107
~t~i~~~~~fi~l~~~
i =;-] ~~~SiCI.l'-yre--· \··,·
429 -~
+~rl-Ec--Gc~- hiii-+~;-t--;;;;--+~H---iiii>n:cm -·-
167 -148
492 400
229 2)2
-132- -3.w- --184
1~~f-~-f~i=~~=f~l=f:1~~~~~~~~~~f=fj""'~ 1~ 104
Z9 --
I
c:u
I :.!:Ita- I
11~
I 11
I ::a
I Z.::
I 6/
I
:U
.. l l I I,., 86
45
121 121
4.}
116 --261 -- - f64-295--172-
--,H-+1 --i:m~-+-i,-Esai-H;;;E-+7ii-;--l-~~ t-7~+-,"H~+-E:C-+~;-Hii----H:ii-+-ii~-J __,~= --,o? r"200"'--,--t-,-,""'"___r~rr-t--o""
-a&--
58 5J
162
~~ .J~. 52
123 I 39
: 142 I 48
0 m (/)
I too I "' I I 162 I e1
Gi
I
z ~
·;m
OJ
269
32 32
~~ 8042 125
6434
32
176
~
32
200 14021
- ~ 11~- _J:?._ . .:!.~-
41
~2 __ ---~~5~~~ =~~~~=-
1-i~-~~~fl~irr 3i .... boo_l26S1
28
; 116
63
156
44
j
116 116
56
156 156
37
I~
2S
22
49
82
116
H!
26----116
ffi
-46
15(3
--~- ~E 35
153
91 78
-~
~2
2J2 2J2
110 S3
253 :i53
150 123
374
72
253
96
374
121
!253
87
358
109
"81 . -~-- ..~¢3--
sa-
202 2:;2
42
179 ··so
61
:
192
oo·
5!~-
519
195
687
485
14i
438
133
1--iij-
-~~--- 87B- -~7~ 232
866
100 176
"'"7S6___
~!?
19
1!'59
-599
"
~ ~ r:m_ ·i-~r··;'· ·200
-~-- --~!.
260
83
16i ;-
162-
669
312
--~3~
1124
268 971 Z37 853 215-- 700
536 446
385
.1~~1
1510
r m
_.1.1j_l_?40 i
1896
-.
46'/
'1404
(/)
1292- ~--··1! 1~:~
344 - 11::29
~
596
-314-- f001- "431'""'1'2
~
(X)
--~~ : i~-1-ffi-·Et~~-i~ ~~ ~ tZl
421
tm.ls2B
Crack width = 0.1
=--[689
Feu " 30
·359
Cover = 52
848
t;
TABLE 83 5
.:Hc~ _LAB !;1£
llJ{!,
-1}-- -~-~
As
II
III
200
Ms
I MYl!
14
~:
1131
17
55
23
905
16
: 45
21
ffi • l! I~
1340
---;804 ....._.-1
1
~-Y~-.-:~~ :
20
18
62
~"--1--.,..,.
zo 20.
;;
-~
--139ti:
z&o · ·1:zgr
;23,:
17
16 .16
; ;
__119 iti~ 77
·-53 -
21
--ffi--
~;
~
::~ -n·s-
-ijj- -~1
42
34 31
:
22
11
:~~
;:~;
-2s·
1so
3272
·ar
32
26 _·_ 25
175 . zOO
-2805
a; ... 81
35
~-
""
63
;:
32
I 100
I 32J._,. I
2454_
fl~
:;
38
::)~--
29
!%!
;,:, _
1S
52
204
62
i"'
~jXf
27
115
- 1l
t'
22
87
t
: +-:~
--:
~
298
'i~l!-- ~
)~1-
<()
119
54
147
32
38
100
s2 51
133-122
1
~+- ~ 201 185
~ ~u ··~ ~~-
S3
105
1 "'
149
__::-""
34
oo 8B
2B
~
:::
31
34
1-:~~
~; ---~ -~~
3;
...
D
-1
0
231
OJ
(ll
=,-l-.,,-+-,=-i
Ot
I,.<;D
Q;;.]
___
:~!
l9
83 7S
75
1636
(f)
j
00 ___ --~.!_- -~-
-~: ~- rratr_,_~: ~!:!-~- -~ I~: --~~ --il--r-~:_ __ "',_---r -~~
z :;;! OJ 1;;
il]l~~~~~~
- ---- - - .
u"
'1f42
21• 300
~-
~ I~-
'275
,._
81.__
ss·-
37
~h ~
-59-_t;;J
213 j_192
""129
•2
146
56
119
40
136
54
194
75
I 245
Hi~-
53
;g--
~----- ~;; :: ·--~~--
i _12
.
373
107
361
: ~ 11: -N- ~-- •: 70
175
··ee
·ise 145
66
"187-
32 .
-33-
Tt5 -
--S) 47
100 103
113 100
I
i·
813__
I ~-+.[(
··:! . 461_1 ··5*
--t-: }:. .--3~
f-
:16
°
""'
~--1··=
23J
1$
'"2&-:3
. 34ft ,---443-
--188
1s1 148
zso --232--
341
1 ooo
\f?N'-'"'
·n:·;-"r
20r
i:h ~ _2J,;- f~ :; r-- -{50--i ~-w- zo? r 632
~"
·137[438
1B9
550
3ii!l:_ ~ ji\o
_28
~:
,.,
I
"c~
~?.~--.- 1o=s_
m
~
M6 . 716
- ~- ---~-- --:oo ;:;- i~_._-- --~--1"_-- -~~- ---:! . -! - 44~- : 361- :i4(,-,~-
__ 73
70
2_1a
201
127-.:
254
87
234
.,1o::-2!ID ....•.156 107
: 267
152
' 330
4:24
~-·· mo~- ~-m 1a
--174-- --§37--
216
:DY
-H~
__ 04__
91 i 325 --84 _ '~
22(]
-~- ~~+:: -1~-[-~
-~
1~
1~
~-
100 -1-;"'7
100
=.-- 1or-_l3m-- --124-
1•2
424
S9
}\'}-~
~~= i~H! m ,m
~i--
·~--
300
~
~ 0
29
51
~~- -~
~~~ ~~~n m~~-- ~
22if-
:
..."CJ 0
ro
ro [ fool
- 20. 1'··--~~ _,.,_j_~ -~•
32
"' I 42 3~---~ _72 -- --~
-1..,.--- -•.-i:ra-~- -.e:tf-- --,_-_
a••
1
-·
[909- --)
1- ~- ~~- ~~- ~.
MYJ!
Ms
t: I ;';' I;~ I i;; I ;~:1 ~~- I ;: I ~ I :'! 1-~ -I ~ ;~ I ~ I ;~ -I ~ '~--t-~ Hi±;; 1-;';i _j :; I ..,,-f ~ +_; _=~- ; - ~h!=l ;:: I;~ I ;;: 1:~1
-l~fl'~~- -~~~l- -f~- ~1Ef- --150
Mull
I zsQ--i
;::·.t::~~-~-----
100
j _·:,s ·-
~
~- --~--
21
12-- ~125
11i-l~
' MYJ!
-~-~-- -}~--- --~--· --f~-;- -~- --~-- --31
-1~-~--~~-- -~~--~- --;~--12
~
I35Q •1CilrJII4!i1l 'llsoo 'lls7 i
J I L25o:::::J I L_m I I L3ll0~1
225
167
·s:t4-
Crack width= 0.1
Feu
~~~~
200
3€5
251
355
=30
Covor
=56
CH8 841
"' 0 ~
TABLE B4
,~ 5,Lf\6 1 1 zoo 1 1 1 zz5 I I I zso I I I zzs I I I aoo I I I a5o I I I 4oo I I I 450 i I I 50o i I I soo i I L15ii I I l9oill OIA.
c/c
I
As
Ill!!
MuH
_:~10 :~tt ~: _;~14 . ~27. ,.., J __ 02_4_ :~ ;~ i : ii ;; 1131 00 __j __1_131
12j 1
12"
..
!
:JJ 19 ..'
'''"''(< . 21
16 "' 21 -... Ml-l-ii ... --~- ~~
1 64 .
~
Ill!! ;::
23
I 'dY1t
:c;,
22 21
,
~~]!:~-
_275
fi~!- -~- -1: 1---y-rr-· ~rd
··~-+mz
20
--:-
76
s1
:.,n--r-•u::n--_'jJ~~i --~~-- -56-1142
2s
15
_ ~~~ _ ~~ _ . 26
2s __
12s
2s
zoo _....,
iL i;
3927
1~~ n
I---'" 75
~~63
_:oo ~--- 100
__15_ 22--
-2-,-
39
1s;J_
1
26 25 25
k" 89:
4021
22
.~-:~~ -~r~ .-~;~-; =~~
72
--;;
~
55
=
3:}
47 --~:¥3 _42_j148
oo
jj- -1re
84
27
::.~}- --~g~ ~:~~--~~~--~~-~~--t ~~
1.~
___sa __t1,,
1a
'
"" ~
Ms
12 68
144 115
:::
"'
96
~
1.~
., ''·
__s1 ""
.Ml!!l
j
''''·'
•··•···'··
;:.
Ms
Ms
j_ Mull
>j.;·'::: .•·.··" ·.·..
',;';,'
).'
-~-
:::'49 , ·r:· ~.·:·~ Z9
/ :... ;i/.l•l•i
.: .... :,.,c ·:,;·: .·. ·,·•·<• . i> <'·.· ·. ·-
.J.:·:cr·;; ,,, i.!!iiti[:: •• c••i\·'
,;
· MIJU
,;
'"". _113 _ 187
132 107
, ••.
.Ml!!l
Ms
'/'i.e: ,, ,, -,.z .•
r:_,i _:, : I<
sc;r:)( !c c
'''I:'' 1_"1 _
;~
J
L~ ·.ii
..:193
-~-101
~
358_
126
se s1
100 ,81
--~~-lro
! 97
49
123
: 1a
~ +~
s7 -~ B4_J 345
;
·-~
100
4Z3
1~
47
, 188
03
m
a1
266
101
144 133
54 52
1·11
34 32·
126117
~
~;-- ~
1s2
1
482
21"·! 008
-~16 _ 1 _~
-=- -;;. :~~-~-~~~~=
_<\38_/
005
~t:.-~
i;~ 1-i} r:: : ;;:_: ilL~- i;-[:~L ~~iirL; _ -_- --~~L; a;~ 238~
. 145
_11 ___ 244 62_-l-244
419_
:r--~-- -~~~ L~-- ~ 1
53
m-;:~d: :: itxf
u: - -; :
IG
~17 38
-i: H! -: __
,~- ~-
~ ~ -~~
1. 'i
M.!! I .MJ!!l
173
87 B4 82
--~?.-1..~96::·~ _ _:?.~---l~ --~---~
75
~ _32 __J='oe
100
M!' I Mult
~--fr
~I~
:;;
_81
i: iiii -·~ ~:::: ~--~-~~--~;~_m_j_l.-_i~-~;;: ~..:~~;_ .;; +1_;~· : _:.:+: ::.:q~i- --~-- ~;
~0
•. iil3.
_Et;J~ 4l
. -~ +i~--~--
--~~~-
H~-
.
I .Ml!!l
-il f-~::: -~~~~-t-
:
21
; IJF --§i
1m-- 1- .---
···•- •·•i-1- - 68 1
•
t~i-;E~
52
_£_
Ms
<'.,,;+;.8,) .f\.
- 00 - ~, -51-
.Tvr
~~~ 1~ iff- ~1-- -1:
~~-~- ~~~
·21s
24
!Jl\t~
I 103
--:iS'
.23Hj::_ so ~30
10
Ill!!
-36
;~~=~l ~---- :-==_!!~-n~--
1
1 87 a1 1
74
-r
32
33
= "
--~-~ 1-~~: i ~~--
~- ~~H--~~~~ ---~~-- j..~f u~22~--f-iase
20
Mult
!:- ~ -~2~.•.- •;,;;:·;.';'''''''" i ~- :.-· +""
--w
H'$- -~·-;;J
1-~~
M.• --
ls4S
-~-l~=-_ tlii-~1E_'l -it ~~~:: 1~tl.aodJ5
I
M!lii-
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--754--
I :;
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:; ; ·:
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m
68
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i 2'36
78
143
:;;:: -21s
~
m1 181 1ffi
~ Ere SO?
i~- ~*-
101 104 101
ii
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228
1s..1
187
146
~7 sao
~
384
173
as~~ "'~49
m
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--~"-+~;--
100
264
281
G
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as
231
100--
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:: ::
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' . . 425
122
&:!6
147
361
343 ; 440
~~"T~ --~338 ! :m 1: ·:zs.12?ll 230 I 295 :-:··'..·,:·...i:·' ~~n _-~-}57 --~!~
__
1452
--"·"i :'54__ 1200 ~ ~;:; _~ ~~ :m
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335- ·;;1;;
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32!i· ·w
341
·.vi
1·1:-
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74l
300 I 988
-JL.J :~L :-±~ .••_:_.:.:r--~~~= L·:-1~:: ~rT:'=~.]L -_@_-_~~_"'_ _- ]i! ~-~----;:,_./ --~-' ~:~ ~--t4~~ --~~- -~~~ ~~¥- -~~--~ H-; ·- ·:-~ =~~--~ -~~.--~,-~t1- ~~~-~~~= 391 - ;--~2 ~~: --~ _L~;~ ~- -{~--· ~·--- ~ -~~ -:----:-- ~---~-~-1~--"--~~!Z"-1-: -351 1 : 39
j 143
48
-!-186
57
345
I
586
203
f : __
Crack width
=0.1
Feu
=30
~
m
-
414 ! 123,')
Cover
= 60
~
ffi
GO
~ ~
TABLE B5
~ ~~-~~
<;!<
/1§
I 299 M•
~~~1~ "'". ~~t -~;;_ "-~~;~ 10
i
150
524
~~]2~~ ~!r~~~~ ~~~:-
13
I
Ml!l!
·- ;; 26
· · ~~ _ ~- ~ __ 15
51
"
I 22s Mo
•
I 2so
•
I 275
f,!yJ!
M.l
- ~ -- ·--~---
~
M!>lt
Ms
-i~
~
17
3'1
11
26 --
20
62
----'=~~--
I agp • Mo I M!>lt
Mb!ll
--~
22
~~i1
I
l:
~
-3-1C
. 16
Ml!l!
i
:t;- - :;
I 4QP I Mo I Ml!l! 65
r·45ri M.l
;,·-~~--,
l
Ml!l!
I SQij-] M.l
I 6oo
..L Ml!l!
i
i MY!! 't'Z<~
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175
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349 ""'
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400
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281 ___ 618
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:: _1_: _L~~lil
4<109 !27
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1CG
8042
47
643~ ... 1.."-'
89
m2 r····39······
89 ea
~:~ _L_;_L_~; _1;; 80
00: 1~ 61_ . .!31 ss 13J
1oo __L 42_
121_ 5o
Q4
179
120
2'36
148
301
Z)IS
454
271
_81
179 179
103 oo
236 236
126 100
301 3J1
173 I 454 148 .we
223 100
sii
:Dl
129
401
-~ 164 · 49:1
23S
S6
280
115
381
15o
.-411i!S
J5
89
49
1:D
ll4
179
8o~ Zlii
32
200
4021
33
89
45
1::0
5S
179
72
32
275
2925
46
100
43
149
l:C ~225~~ ~3574 a2. --~~~- ~!. I-~ i--
I ''32
-3002681
13J 130
-t~r
122
I12B
12
53-- tT79 49 1 111
oo oo
sa
52
~-- _78___ --256 104 :n4 11 . 233- --§i4. 189 oo 1 21e a1 176 62 203 81
336
855
403
1060
274 231
788
327
;n:r-
894 n1
'- ~-
145
441
176
:m:
399 1~~ 11'8-~ ~364 143
:li
?.n
100
335
131
394
101
310
122
364
257
1~
639
6)2
543
jjUJ' ffij ~Jw.llii;+J,Gih~>~J\.tc'0~···
i
ii.irJ~J 362 J
m~r~
764~865
007
234!
1:307
aro
sell- · 44!l~DD6 sn __
1629 1412
763
; 1"004
500
1245
1382
438 i 1.1~2- ::.._(114 3136 ~ 9B5 s12
.Jl4 · 276
·542
-246
452
a:l5
--_~1538__: :002
38-7
1!X:i
"417"
1924
-~f--~ ~--ocxJ- 45S-- 1112
--~--- ~4 522··· ..315--t-:~615
:!9
sag
191-- '525
Crack width " 0.2
,.
1
f-~~~- +=~~-~--~-
~
328 i
t
!--~~~.~~--J~ ~ .,.~.,.
300
119
t
1508
1 43!
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32
I..JL :JJir-
1<6) 517
·s; _ 49 ..L 1s1 ] __ s; 451138153
--·-1'3
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fl - -i-:-iS- :
4}~
1001
291
743
388
910
271 -
~2--
'363
B..i4
Feu " 40
Cover= 65
,,.,:~
r
1 TABLE
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836
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.
119
46
Q3
4J 36
::-- -~ I ~ 16
--.o
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42
37
83
16
34
. 139 114 97
56
76 j
159
193
-48 ' 1ii- 65-r-1·6243-.1}10
_~~-- __.!!._ 1 93
':.§8___ ?'3
98 84
1137- '}4 118
68
239
121
280
1226
''f94- 104
1-63__ - 92 140
-
84
_-,8?___
146 125
S27 .!501 418
$20
257
214''
"""'·
!22
-~-r~r-:3'
l1oo ' 4909 3 ~-~!: -- ----~~-- L~~~~~ -~ --26
"=~-11--"-~--
172 189. 1!
:-~:1:-+J]~= :~. ~1~ I -! ~~u:~:__1;_. ~=- -~ .
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1: 1:
15
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1
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lL ::~t-H~-
:6434_-----. ""[:¥'=-
"'" ~ 5362 I---~~-=1 ~~m--~:r-
30
79
44
118
u;:- -~u;~ ~~= -25 79- · 35 11a
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: EO
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;: 165
-:
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1~ LJ:l3jf~W!;e ~~- f=~'sl543: :31£_pi_l9:.__ -~'-" .fsoo
. 77
---
211
94
-ae--
247 113 282 -227- TOO ··259
154
E
226
-146 : 32i - --215···
t-~- 1~H~l-: ·;~-=Jl @_:t1 :n !=f-_~'~::;~~1s'- : ~~:..-~ !220
93
, 282
131
431
168
541
;;:a!
649
[-.-~
756
338
870
476
451 -414
1@_>1292
:. -~ 31.1:
G5..'1
- ~7
~~~
....
~
~
)>
OJ m
1
--~~ ~--- ~ 62n _ 1614
~:-~:-----~ ~oo--~ ~--I:-- ~-oo~~- =---4~~+~~-~-~~~ t{ff- -=--, ~~~ ~:- ~( ~ ~: ~ 1EE- ~57 · 211 sT~ ---11§-- 389 --145- 461~ 1?3--t-532 232··-- 875~ -329 aEXf- .m 1iHD g
i:14~-+-~--+faa : --(;:-ti--::1 ~b-:- =~~ ~ -F"~Xi:f ~~ ~ +~t~ q:t-r~ :.:!f+~~ 74~-!-i49~-y·- . ~- -; .m ..·· '""""55' 165- .
-·114 i
356--1:3,.")- r_410·
Crack width
= 0.2
261
Feu = 40
674
353
! :: r a27
Cover= 72
~
~
DESIGN TABLES TO BS 8007
Design of concrete structures for retaining aqueous liquids BS 8007 provides recommendations for the design and construction of liquid retaining concrete structures. The design method is based on limit state philosophy.
..
Serviceability limit state of cracking is usually the controlling factor of the design. The design calculations of the serviceability limit state of cracking can be tedious and time consuming. This book contains design formulae and tables which give the service and ultimate flexural capacity of a range of slab thicknesses and reinforcement arrangements under differing conditions of crack width limitation, concrete strength and cover. Reinforcements required for control of thermal and shrinkage cracking of slab under differing conditions are also covered. The design tables will improve the efficiency of the design process and be a considerable asset to the practising engineer.
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