Design Tables to BS8007.pdf

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,


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


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


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


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.


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

~~~

3224

=o

339'2 3169

3685

4146

i606

=i

~~

i025

1413

2345

2045

=u

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

•• 16

""'

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


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

'''330'

724

613 613

438

15 20

633 704

613

1045 12£

25 25 25

?ot

525

955 1025

..

70(

525

8Jj

'50 825

13

!3

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

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16

:M6~11

29 -[49

43

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31

35

I

I 276

C:wcJ

~ ~ ~ 35

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. ;,s-

42

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M7~t

M.!o

M~ll

61

56

73

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148 41

27 82 :34 00 12r 12~!.! t31 - - - - - ----· ---------100

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115

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l'""l-57

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Ms

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i

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I '"' ;(;,,

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f

MllJI

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t

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1M i Mute M•

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,

1

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1

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243

LJ~~L?~ u1~~.J .3:9?.

1

t· ~t :

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0J: . ;,. :::•.

68

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1

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: i

140

s7

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- 36 34

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:

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326 ~-123

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25 __ ,._~!~--- 1~~~~~~ 25 aoo 1636

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64 •. _.!_~ 81 179

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1 I

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I la5p I l4po

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167 -148

492 400

229 2)2

-132- -3.w- --184

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121 121

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536 446

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3€5

251

355

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TABLE B4

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i

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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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Design Tables to BS8007.pdf

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