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Instructions for the Members of BIBM, CEMBUREAU, EFCA and ERMCO:

It is the responsibility of the Members (national associations) of BIBM, CEMBUREAU, EFCA and ERMCO totranslate and/or adapt this publication within their national framework, to publish it under their own nameand to disseminate it to their contacts at national level.

Copyright: Name of National MemberAcknowledgements to the European Concrete Platform

EMBARGO: 31 March 2007

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Associations); ERMCO (European Ready Mixed Concrete Organisation).

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How to design concrete structures using Eurocode 2

3. SlabsIntroductionThis to be redrafted as appropriate in

each country.

This publication is part of the series ofguides entitled How to design concretestructures using Eurocode 2.Their aimis to make the transition to Eurocode 2:

Design of concrete structuresas easyas possible by drawing together in one

place key information and commentary

required for the design of typical

concrete elements.

Designing to Eurocode 2

This guide covers the analysis and design of slabs to Eurocode 21.

Eurocode 2 does not contain the derived formulae or specific guidanceon determining moments and shear forces. This has arisen because it

has been European practice to give principles in the codes and for the

detailed application to be presented in other sources such as textbooks.

The first guide in this series, How to design concrete structures usingEurocode 2: Introduction to Eurocodes

2, highlighted the key differences

between Eurocode 2 and the national codes, including terminology. A

separate guide in this series covers the design of flat slabs3.

Where NDPs occur in the text in this publication, recommended values

in EN 1992 are used and highlighted in yellow. The UK values havebeen used for NDPs embedded in figures and charts and the relevantNDPs are scheduled separately to assist other users in adapting the

figures and charts. (Derivations can be found at www.eurocode2.info.)A list of symbols related to slab design is given at the end of this guide.

Design procedure

A procedure for carrying out the detailed design of slabs is shown in

Table 1 This assumes that the slab thickness has previously been

determined during conceptual design. More detailed advice on

determining design life, actions, material properties, methods of

analysis, minimum concrete cover for durability and control of crack

widths can be found in the accompanying guide How to design concretestructures using Eurocode 2: Getting started

4.

Fire resistance

Eurocode 2, Part 12: Structural fire design5, gives a choice of

advanced, simplified or tabular methods for determining the fire

resistance. Using tables is the fastest method for determining the

minimum dimensions and cover for slabs. There are, however, some

restrictions which should be adhered to. Further guidance on the

advanced and simplified methods can be obtained from specialist

literature.

Rather than giving a minimum cover, the tabular method is based on

nominal axis distance, a. This is the distance from the centre of themain reinforcing bar to the surface of the member. It is a nominal

(not minimum) dimension, so the designer should ensure thata cnom + link + bar /2. The requirements for various types of slab aregiven in Table 2.

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Figure 1Procedure for determining flexual reinforcement

Flexure

The design procedure for flexural design is given in

Figure 1; this includes derived formulae based on the

simplified rectangular stress block from Eurocode 2.

Where appropriate, Table 3 may be used todetermine

bending moments and shear forces for slabs. Further

information for the design of two-way, ribbed or waffle

slabs is given in the appropriate sections on pages 5

and 6.

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Eurocode 2 offers various methods for determining the

stress-strain relationship of concrete. For simplicity the

method presented here is the simplified rectangular

stress block (see Figure 2).

The Eurocode gives recommendations for the design of

concrete up to class C90/105. However, for concrete

greater than class C50/60, the stress block is modified.

It is important to note that concrete strength is based

on the cylinder strength and not the cube strength (i.e.for class C28/35 the cylinder strength is 28 MPa,

whereas the cube strength is 35 MPa).

Deflection

Eurocode 2 has two alternative methods of designing for

deflection, either by limiting span-to-depth ratio or by

assessing the theoretical deflection using the Expressions

given in the Eurocode. The latter is dealt with in detail in

another guide in this series, How to design concrete structuresusing Eurocode 2: Deflection

6.

The span-to-depth ratios should ensure that deflection islimited to span/250 and this is the procedure presented in

Figure 3.

Note

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Design for shear

It is not usual for a slab to contain shear reinforcement,

therefore it is only necessary to ensure that the concrete

shear stress capacity without shear reinforcement

(vRd,c see Table 7 is more than applied shear stress(vEd = VEd/(bd)). Where shear reinforcement is required,e.g. for ribs in a ribbed slab, refer to How to designconcrete structures using Eurocode 2: Beams

7.

Two-way slabs

There is no specific guidance given in Eurocode 2 on how

to determine the bending moments for a two-way slab.

The assessment of the bending moment can be carried

out using any suitable method from Section 5 of the Code.

However, co-efficients may be obtained from Table 8 ( to

determine bending moments per unit width (Msx and Msy)where:

Msx = sxwlx2

Msy = sywlx2

Where sx and sy are coefficients, lx is the shorter span

and w(load per unit area) is the STR ultimate limit statecombination. For more information on combinations refer

to How to design concrete structures using Eurocode 2:Introduction to Eurocodes

2.

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Ribbed or waffle slabs

Current practices for determining forces in ribbed and waffle

slabs may also be used for designs to Eurocode 2. Where a

waffle slab is treated as a two-way slab refer to previous

section, but note that their torsional stiffness is significantly

less than for a two-way slab and the bending moment

co-efficients may not be applicable. Where it is treated as a

flat slab reference may be made to How to design concrete

structures to Eurocode 2: Flat slabs3

The position of the neutral axis in the rib should be

determined, and then the area of reinforcement can be

calculated depending on whether it lies in the flange or web

(see flow chart in Figure 6. Where a slab is formed with

permanent blocks or a with a topping thickness less than 50

mm and one-tenth of the clear distance between ribs it is

recommended that a longitudinal shear check is carried out

to determine whether additional transverse reinforcement

isrequired (see EN 199211,Cl 6.2.4).

Figure 6Procedure for determining flexural capacity of flanged ribs

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Rules for spacing andquantity ofreinforcement

Minimum area of principal reinforcementThe minimum area of principal reinforcement in the main

direction is As,min = 0.26 fctmbtd/fyk but not less than0.0013btd, where bt is the mean width of the tension zone(see Table 6). For a T-beam with the flange in compression,

only the width of the web is taken into accountin calculatingthe value ofbt.

Minimum area of secondary reinforcementThe minimum area of secondary transverse reinforcement is

20% As,min. In areas near supports, transverse reinforcementis not necessary where there is no transverse bending

moment.

Maximum area of reinforcementOutside lap locations, the maximum area of tension or

compression reinforcement should not exceed

As,max = 0.04 Ac

Minimum spacing of reinforcementThe minimum clear distance between bars should be the

greater of:

1.0 xBar diameter

Aggregate size plus 5 mm

20 mm

Maximum spacing of reinforcementFor slabs less than 200 mm thick the following maximum

spacing rules apply:

For the principal reinforcement: 3hbut not more than400 mmn

For the secondary reinforcement: 3.5hbut not more than

450 mm

The exception is in areas with concentrated loads or areas

of maximum moment where the following applies: For the principal reinforcement: 2hbut not more than

250 mm

For the secondary reinforcement: 3hbut not more than400 mm

Where his the depth of the slab.

For slabs 200 mm thick or greater crack control might limit the

spacing and reference should also be made to section 7.3.3

of the Code orHow to design concrete structures using

Eurocode 2: Getting started5

.

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References1 Eurocode 2: Design of concrete structures Part 11 General rules and rules for buildings. EN 199211:2004.

2 NARAYANAN, R S & BROOKER, O. How to design concrete structures using Eurocode 2: Introduction to Eurocodes.

The Concrete Centre, 2005.

3 MOSS, R M & BROOKER, O. How to design concrete structures using Eurocode 2: Flat slabs. The Concrete Centre, 2006.

4 BROOKER, O. How to design concrete structures using Eurocode 2: Getting started. The Concrete Centre, 2005.

5 EN 199212, Eurocode 2: Design of concrete structures. General rules structural fire design, BSI 2004.

6 WEBSTER, R & BROOKER, O. How to design concrete structures using Eurocode 2: Deflection calculations. The Concrete

Centre, 2006.

7 MOSS, R M & BROOKER, O. How to design concrete structures using Eurocode 2: Beams. The Concrete Centre,2006.

Acknowledgements

This guide was originally published by BCA and The Concrete Centre in the UK. The authors of the original publication wereR M Moss BSc, PhD, Ceng, MICE, MIStructE and O Brooker BEng, CEng, MICE, MIStructE.

Europeanised versions of Concise EC2 and How To LeafletsConvention used in the text

1. Nationally determined parameters that occur in the text have been highlighted yellow

2. Text is highlighted in pink indicates that some action is required on the part of thecountry adapting the documents for its use