Introduction to Eurocodes - The Concrete Centre

Introduction to Eurocodes

Owen BrookerSenior Structural Engineer

• Introduction to the Eurocodes

• Eurocode

• Eurocode 1

• Eurocode 2· Materials· Cover· Flexure· Shear· Deflection· Axial

• Further Information

• Set of ten European standards containing rules for design and construction of structures in all materials

• Codes are integrated i.e. no repetition of rules

• Codes are managed by CEN (European Committee for standardization)

• Will be used in 28 European countries

• Will supersede British Standards, which will be withdrawn in 2010 at the latest

• Some supporting Codes are already in use• BS EN 206-1/BS 8500• BS 4449 / BS 8666

What are the Eurocodes?

• BS EN 1990 (EC0) : Basis of structural design

• BS EN 1991 (EC1) : Actions on Structures

• BS EN 1992 (EC2) : Design of concrete structures

• BS EN 1993 (EC3) : Design of steel structures

• BS EN 1994 (EC4) : Design of composite steel and concrete structures

• BS EN 1995 (EC5) : Design of timber structures

• BS EN 1996 (EC6) : Design of masonry structures

• BS EN 1997 (EC7) : Geotechnical design

• BS EN 1998 (EC8) : Design of structures for earthquake resistance

• BS EN 1999 (EC9) : Design of aluminium structures

The Eurocodes

• BS EN 1990 (EC0): Basis of structural design

• BS EN 1991 (EC1): Actions on Structures

• BS EN 1992 (EC2): Design of concrete structures• BS EN 1993 (EC3): Design of steel structures

• BS EN 1994 (EC4): Design of composite steel and concrete structures

• BS EN 1995 (EC5): Design of timber structures

• BS EN 1996 (EC6): Design of masonry structures

• BS EN 1997 (EC7): Geotechnical design• BS EN 1998 (EC8): Design of structures for earthquake resistance

• BS EN 1999 (EC9): Design of aluminium structures

The Eurocodes

Each Eurocode Contains:

a. National front cover

b. National forward

c. CEN front cover

d. Main text and annexes (which must be as produced by CEN)

e. Annexes - can by normative and/or informative

f. National Annex (NA).

Format of the Eurocodes

National Annex

The National Annex provides:

• Values of Nationally Determined Parameters (NDPs) (NDPs have been allowed for reasons of safety, economy and durability)

• The decision where main text allows alternatives

• The choice to adopt informative annexes

• Non-contradictory complementary information (NCCI)

• The Eurocodes contain Principles (P) which comprise:

◦ General statements and definitions for which there is no alternative, as well as:

◦ Requirements and analytical models for which no alternative is permitted

• They also contain Application Rules, which are generally rules which comply with the Principles

• The Eurocodes also use a comma (,) as the decimal marker

Features of the Eurocodes

EN 1990Basis of Design

EN 1991Actions on Structures

EN 1992 ConcreteEN 1993 SteelEN 1994 CompositeEN 1995 TimberEN 1996 MasonryEN 1999 Aluminium

EN 1997Geotechnical

Design

EN 1998Seismic Design

Structural safety, serviceability and durability

Design and detailing

Geotechnical & seismic design

Actions on structures

Eurocode Hierarchy


• Eurocode

• Eurocode 1



Published 27 July 2002

Structures are to be designed, executed and maintained so that, with appropriate forms of reliability, they will:

• Perform adequately under all expected actions

• Withstand all actions and other influences likely to occur during construction and use

• Have adequate durability in relation to the cost

• Not be damaged disproportionately by exceptional hazards

Eurocode

The code sets out the following:

• Basis for calculating design resistance of materials

• Combinations for ultimate limit state

Either:

Σ γG, j⋅Gk,j + γQ,1 Qk,1 + ΣγQ,I⋅ψ0,I⋅Qk,I Exp. (6.10)

Or the more adverse of:

Σ γG, j Gk,j + γQ,1ψ0,1 Qk,1 + ΣγQ,I ψ0,I Qk,I Exp. (6.10 a)

Σ ξ⋅ γG, j Gk,j + γQ,1 Qk,1 + Σ γQ,I ψ0,I Qk,I Exp. (6.10 b)

ξ = 0.925 (UK NA)

Eurocode

For one variable action: 1.25 Gk + 1.5 QkProvided:

1. Permanent actions < 4.5 x variable actions2. Excludes storage loads

Eurocode

Design values of actions, ultimate limit state – persistent and transient design situations (Table A1.2(B) Eurocode)

Permanent actions Accompanying variable actions

Unfavourable Favourable Main(if any) Others

Eqn (6.10) γG,j,sup Gk,j,sup γG,j,inf Gk,j,inf γQ,1 Qk,1 γQ,i Ψ0,i Qk,i

Eqn (6.10a) γG,j,sup Gk,j,sup γG,j,inf Gk,j,inf γQ,1Ψ0,1Qk,1 γQ,i Ψ0,i Qk,i

Eqn (6.10b) ξ γG,j,supGk,j,sup γG,j,inf Gk,j,inf γQ,1 Qk,1 γQ,i Ψ0,i Qk,i

Leading variable action

Comb’tionexpression reference

1.5 Ψ0,i Qk,i1.5 Qk,11.0 Gk0.925x1.35GkEqn (6.10b)

1.5 Ψ0,i Qk,i1.5 Ψ0,1 Qk1.0 Gk1.35 GkEqn (6.10a)

1.5 Ψ0,i Qk,i1.5 Qk,11.0 Gk1.35 GkEqn (6.10)

Eurocode

Serviceability Limit States

Characteristic combination (Normally used for irreversible limit states)

Gk,j + Qk,1 + Σψ0,I⋅Qk,I

Frequent combination (Normally used for reversible limit states)

Gk,j + ψ1,1⋅Qk,1 + Σ ψ2,I⋅Qk,I

Quasi-permanent combination (Normally used for long term effects and appearance of the structure)

Gk,j + Σ ψ2,I⋅Qk,I

Eurocode

Eurocode: Annex A

Action ψ0 ψ1 ψ2

Category A: domestic, residential areas 0.7 0.5 0.3Category B: office areas 0.7 0.5 0.3Category C: congregation areas 0.7 0.7 0.6Category D: shopping areas 0.7 0.7 0.6Category E: storage areas 1.0 0.9 0.8Category F: traffic area(vehicle weight < 30 kN)

0.7 0.7 0.6

Category G: traffic area(30 kN < vehicle weight < 160 kN)

0.7 0.5 0.3

Category H: roofs 0.7 0 0Snow (For sites located at altitude H <1000 m asl)

0.5 0.2 0

Wind loads on buildings (BS EN 1991-1-4) 0.5 0.2 0

Eurocode: Annex A

Psi (ψ) factors for Traffic loads will be in Annex A2

• Annex A2 has been drafted

• Revised National Annex due August 2006

Nomenclature

Subscript Definition

A Accidental situationc Concrete

d DesignE Effect of actionfi Firek CharacteristicR Resistancew Shear reinforcementy Yield strength


• Eurocode

• Eurocode 1



Eurocode 1 has ten parts:

• 1991-1-1 Densities, self-weight and imposed loads• 1991-1-2 Actions on structures exposed to fire• 1991-1-3 Snow loads• 1991-1-4 Wind actions• 1991-1-5 Thermal actions• 1991-1-6 Actions during execution• 1991-1-7 Accidental actions due to impact and explosions• 1991-2 Traffic loads on bridges• 1991-3 Actions induced by cranes and machinery • 1991-4 Actions in silos and tanks

Eurocode 1

Eurocode 1 Part 1-1: Densities, self-weight and imposed loads

• Bulk density of reinforced concrete is 25 kN/m3

• The draft UK NA proposes the same loads as BS 6399

• Plant loading not given

Eurocode 1


• Eurocode

• Eurocode 1



Eurocode 2 has 4 parts:

EN1992-1-1 Common rules for buildings and civil engineering structures

EN1992-1-2 Structural fire design

EN1992-2 Bridges

EN1992-3 Liquid retaining and containment structures

Eurocode 2

BS EN 1990 BASIS OF STRUCTURAL

DESIGN

BS EN 1991 ACTIONS ON STRUCTURES

BS EN 1992DESIGN OF CONCRETE

STRUCTURESPart 1-1: General Rules for

StructuresPart 1-2: Structural Fire Design

BS EN 1992Part 2:

Bridges

BS EN 1992Part 3:

Liquid Ret. Structures

BS EN 1994Design of

Comp. Struct.

BS EN 13369Pre-cast Concrete

BS EN 1997GEOTECHNICAL

DESIGN

BS EN 1998SEISMIC DESIGN

BS EN 13670Execution of Structures

BS 8500Specifying Concrete

BS 4449Reinforcing

Steels

BS EN 10080Reinforcing

Steels

Eurocode 2 Relationships

• Code deals with phenomenon, rather than element types

• Design is based on characteristic cylinder strength

• Does not contain derived formulae (e.g. only the details of the stress block is given, not the flexural design formulae)

• Unit of stress in MPa

• One thousandth is represented by %o

• Partial factor for steel is 1.15

• Plain or mild steel not covered

• Notional horizontal loads considered in addition to lateral loads

• High strength, up to C90/105 covered

Eurocode 2/BS 8110 Compared

Materials

Strength classes for concretefck (MPa) 12 16 20 25 30 35 40 45 50 55 60 70 80 90

fck,cube(MPa)

15 20 25 30 37 45 50 55 60 67 75 85 95 105

fcm(MPa)

20 24 28 33 38 43 48 53 58 63 68 78 88 98

fctm(MPa)

1,6 1,9 2,2 2,6 2,9 3,2 3,5 3,8 4,1 4,2 4,4 4,6 4,8 5,0

fctk,0,05(MPa)

1 1 1,3 1,5 1,8 2,0 2,2 2,5 2,7 2,9 3,0 3,1 3,2 3,4 3,5

fctk,0,95(MPa)

2,0 2,5 2,9 3,3 3,8 4,2 4,6 4,9 5,3 5,5 5,7 6,0 6,3 6,6

Ecm(Gpa)

27 29 30 31 32 34 35 36 37 38 39 41 42 44

εc1 (‰) 1,8 1,9 2,0 2,1 2,2 2,25 2,3 2,4 2,45 2,5 2,6 2,7 2,8 2,8εcu1 (‰) 3,5 3,2 3,0 2,8 2,8 2,8εc2 (‰) 2,0 2,2 2,3 2,4 2,5 2,6εcu2 (‰) 3,5 3,1 2,9 2,7 2,6 2,6

n 2,0 1,75 1,6 1,45 1,4 1,4εc3 (‰) 1,75 1,8 1,9 2,0 2,2 2,3εcu3 (‰) 3,5 3,1 2,9 2,7 2,6 2,6

Concrete properties (Table 3.1)

• BS 8500 includes C28/35 & C32/40• For shear design, max shear strength as for C50/60

Product form Bars and de-coiled rods Wire Fabrics Class

A

B

C

A

B

C

Characteristic yield strength fyk or f0,2k (MPa)

400 to 600

k = (ft/fy)k

≥1,05

≥1,08

≥1,15 <1,35

≥1,05

≥1,08

≥1,15 <1,35

Characteristic strain at maximum force, εuk (%)

≥2,5

≥5,0

≥7,5

≥2,5

≥5,0

≥7,5

Fatigue stress range

(N = 2 x 106) (MPa) with an upper limit of 0.6fyk

150

100

cold worked seismichot rolled

• In UK NA max. char yield strength, fyk, = 600 MPa• BS 4449 and 4483 have adopted 500 MPa

Reinforcement properties (Annex C)

Extract from BS 8666

A

B

C

BS EN 1992-1-1 & Cover

Nominal cover, cnom

Minimum cover, cmin

cmin = max {cmin,b; cmin,dur ; 10 mm}

Axis distance, aFire protection

Allowance for deviation, ∆cdev

BS EN 1992-1-1 & Cover

Minimum cover, cmin

cmin = max {cmin,b; cmin,dur ;10 mm} cmin,b = min cover due to bond (φ)

a AxisDistance

Reinforcement cover

Axis distance, a, to

centre of bar

a = c + φm/2 + φl

BS EN 1992-1-2 Structural fire design

Scope

Part 1-2 Structural fire design gives several methods for fire

engineering

Tabulated data for various elements is given in section 5

Provides design solutions fire exposure up to 4 hours

− The tables have been developed on an empirical basis confirmed by experience and theoretical evaluation of tests

− Values are given for normal weight concrete made with siliceous aggregates

− No further checks are required for shear, torsion or anchorage

− No further checks are required for spalling up to an axis distance of 70 mm

− For HSC (> C50/60) other rules apply

Section 5. Tabulated data

µfi = NEd,fi/ NRd or conservatively 0.7

Columns: Method A

Standard fire

resistanceMinimum dimensions (mm)

Possible combinations of a and bminwhere a is the average axis

distance and bmin is the width of be am

Web thickness bw

R 30

R 60

R 90

R 120

R 180

R 240

bmin= 80a = 15*

bmin= 120a = 25

bmin= 150a = 35

bmin= 200a = 45

bmin= 240a = 60

bmin= 280a = 75

16012*

20012*

25025

30035

40050

50060

45035

55050

65060

50030

60040

70050

80

100

110

130

150

170

Continuous Beams

Flexure

For grades of concrete up to C50/60, εcu= 0.0035η = 1λ = 0.8fcd = αcc fck/ γc = 0.85 fck/1.5 = 0.57 fck

fyd = fyk/1.15 = 435 MPa

Simplified Stress Block

Design flowchart

The following flowchart outlines the design procedure for rectangular beams with concrete classes up to C50/60 and class 500 reinforcement

Determine K and K’ from:

Note: δ =1.0 means no redistribution and δ = 0.8 means 20% moment redistribution.

Beam is under-reinforced - no compression steel needed

Is K ≤ K’ ?

Beam is over-reinforced -compression steel needed

No Yes

ck2 fdb

MK = 21.018.06.0'& 2 −−= δδK

Carry out analysis to determine design moments (M)

Flow chart for over-reinforced beam

Calculate lever arm Z from: [ ]'53.3112

Kdz −+=

Calculate excess moment from: ( )'22 KKfbdM ck −=

Calculate compression steel required from:

Note fsc has been introduced to limit depth to neutral axis for members with high redistribution

( )2sc

22s ddf

MA−

=

Calculate tension steel required from:yd

sc2s

yds

'ffA

zfMMA +

−=

Check max reinforcement provided As,max ≤ 0.04Ac (Cl. 9.2.1.1)Check min spacing between bars > φbar > 20 > Agg + 5

yd2sc ))/-700(( where fxdxf ≤=

Flow chart for under-reinforced beam

Calculate lever arm Z from: [ ] dKdz 95.053.3112

≤−+=

Check minimum reinforcement requirements:

dbf

dbfA tyk

tctmmin,s 013.026.0

≥≥

Check max reinforcement provided As,max ≤ 0.04Ac (Cl. 9.2.1.1)Check min reinf. provided As,min ≥ 0.26 fctm bt d /fyk ≥ 0.13% bt dCheck min spacing between bars > φbar > 20 > Agg + 5Check max spacing between bars

Calculate tension steel required from: zfMAyd

s =

Eurocode 2/BS 8110 Compared

Strut inclination method

θcotswsRd, ywdfz

sAV =

θθναtancot

1maxRd, +

= cdwcw fzbV

21.8° < θ < 45°

We can manipulate the Expression for the concrete strut:

When cot θ = 2.5 (θ = 21.8°)VRd,max = 0.138 bw z fck (1 - fck/250)

Or in terms of stress:vRd = 0.138 fck (1 - fck/250)

where vRd = VRd/(bz) = VRd/(0.9 bd)

When vRd > vEd cot θ = 2.5 (θ = 21.8°)

When vRd < vEd we can rearrange the concrete strut expression:θ = 0,5 sin-1[vRd /(0.20 fck(1 - fck/250))]

We can also manipulate the reinforcement expression to give:Asw/s = vEd bw/(fywd cot θ)

fck

vRd (whencot θ = 2.5)

20 2.5425 3.1028 3.4330 3.6432 3.8435 4.1540 4.6345 5.0850 5.51

Shear

Design flow chart for shear

Yes (cot θ = 2.5)

Determine the concrete strut capacity vRd when cot θ = 2.5vRd = 0.138fck(1-fck/250)

Calculate area of shear reinforcement:Asw/s = vEd bw/(fywd cot θ)

Determine vEd where:vEd = shear stress at d from face of support [vEd = VEd/(0.9bwd)]

Determine θ from:θ = 0.5 sin-1[(vEd/(0.20fck(1-fck/250))]Is vRD > vEd?

No

Check maximum spacing of shear reinforcement :s⎮,max = 0.75 dFor vertical shear reinforcement

Deflection

Deflection

The deflection limits are:• Span/250 under quasi-permanent loads to avoid impairment of

appearance and general utility• Span/500 after construction under the quasi-permanent loads to

avoid damage to adjacent parts of the structure.

Deflection requirements can be satisfied by the following methods:• Direct calculation (Eurocode 2 methods considered to be an

improvement on BS 8110) .• Limiting span-to-effective-depth ratios

EC2 Span/effective depth ratios

l/d is the span/depth ratioK is the factor to take into account the different structural

systemsρ0 is the reference reinforcement ratio = √fck 10-3

ρ is the required tension reinforcement ratio at mid-span to resist the moment due to the design loads (at support for cantilevers)

ρ’ is the required compression reinforcement ratio at mid-span to resist the moment due to design loads (at support for cantilevers)

⎥⎥

⎦

⎤

⎢⎢

⎣

⎡⎟⎟⎠

⎞⎜⎜⎝

⎛−++=

23

0ck

0ck 12,35,111

ρρ

ρρ ffK

dl if ρ ≤ ρ0 (7.16.a)

⎥⎦

⎤⎢⎣

⎡+

−+=

0ck

0ck

'121

'5,111

ρρ

ρρρ

ffKdl if ρ > ρ0 (7.16.b)


12

14

16

18

20

22

24

26

28

30

32

34

36

0.30% 0.80% 1.30% 1.80%Percentage of tension reinforcement (As/bd)

Span

to d

epth

ratio

(l/d

fck = 20fck = 25fck = 28fck = 30fck = 32fck = 35fck = 40fck = 45fck = 50

Flow Chart

Is basic l/d x F1 x F2 x F3 >Actual l/d?

Yes

No

Factor F3 accounts for stress in the reinforcementF3 = 310/σs

where σs is tensile stress under quasi-permanent loadNote: As,prov ≤ 1.5 As,req’d (UK NA)

Check complete

Determine basic l/d

Factor F2 for spans supporting brittle partitions > 7mF2 = 7/leff

Factor F1 for ribbed and waffle slabs onlyF1 = 1 – 0.1 ((bf/bw) – 1) ≥ 0.8

Increase As,prov

No

Second Order Effects with Axial Load

• Second order effects may be ignored if they are less than 10% of the corresponding first order effects

• Second order effects may be ignored if the slenderness, λ < λlim

• Slenderness λ = l0/i where i = √(I/A)hence for a rectangular section λ = 3.46 l0 / h

for a circular section λ = 4 l0 / h

• With biaxial bending the slenderness should be checked separately for each direction and only need be considered in the directions where λlim is exceeded

λlim = 20⋅A⋅B⋅C/√n

Slenderness Limit

where:A = 1 / (1+0,2ϕef) ϕef is the effective creep ratio;

(if ϕef is not known, A = 0,7 may be used)

B = √(1 + 2ω) ω = Asfyd / (Acfcd)(if ω is not known, B = 1,1 may be used)

C = 1.7 - rm rm = M01/M02 M01, M02 are first order end moments,

⏐M02⏐ ≥ ⏐M01⏐(if rm is not known, C = 0.7 may be used)

n = NEd / (Acfcd)

Factor C

105 kNM 105 kNM 105 kNM

-105 kNM 105 kNM

rm = M01/ M02

= 0 / 105 = 0

C = 1.7 – 0= 1.7

rm = M01/ M02

= 105 / -105 = -1

C = 1.7 + 1= 2.7

rm = M01/ M02

= 105 / 105= 1

C = 1.7 – 1= 0.7

Effective length

l

θM

θ

l0 = l l0 = 2l l0 = 0.7l l0 = l / 2 l0 = l l /2 <l0< l l0 > 2l

⎟⎟⎠

⎞⎜⎜⎝

⎛+

+⋅⎟⎟⎠

⎞⎜⎜⎝

⎛+

+2

2

1

1

45,01

45,01

kk

kk

l0 = 0,5l⋅Braced members

Unbraced⎪⎭

⎪⎬⎫

⎪⎩

⎪⎨⎧

⎟⎟⎠

⎞⎜⎜⎝

⎛+

+⋅⎟⎟⎠

⎞⎜⎜⎝

⎛+

++⋅

⋅+ k

kk

k kkkk 2

21

1

21

21

11

11;101maxl0 = l⋅

λ = l0/i

k = (θ / M)⋅ (EΙ / l) (from Eurocode)

Effective length (2)

⎟⎟⎠

⎞⎜⎜⎝

⎛+

+⋅⎟⎟⎠

⎞⎜⎜⎝

⎛+

+2

2

1

1

45,01

45,01

kk

kk

l0 = 0,5l⋅Braced members

Unbraced⎪⎭

⎪⎬⎫

⎪⎩

⎪⎨⎧

⎟⎟⎠

⎞⎜⎜⎝

⎛+

+⋅⎟⎟⎠

⎞⎜⎜⎝

⎛+

++⋅

⋅+ k

kk

k kkkk 2

21

1

21

21

11

11;101maxl0 = l⋅

1.02 ≥∑

=

blEl

E

kb

c

c

I

I

(From PD 6687: Background paper to UK NA)

Where:

Ib,Ic are the beam and column uncracked second moments of area

lb,lc are the beam and column lengths

Effective length (3)

lo = Fl

Design moment

The design moment MEd is as follows:

MEd = max {M02, Moe,+ M2 , Mo1,+ 0.5M2}where:

M01 = Min {|Mtop|,|Mbottom|} + ei Ned

M02 = Max {|Mtop|,|Mbottom|} + ei Ned

ei = Max {Io/400, h/30, 20}

Moe = 0.6 M02+ 0.4 M01 ≥ 0.4 M02

M2 = Ned e2

Column design

For axial load:AsN/2 = (N - αccηfckbdc) / [(σsc - σst)γc]AsN = Total area of reinforcement

required to resist axial loadwhere

N = Axial loadαcc = 0.85 η = 1 for ≤ C50/60 b = breadth of sectionσsc = stress in compression

reinforcement σst = stress in tension reinforcement dc = effective depth of concrete in

compression = lx ≤ hwhere l = 0.8 for ≤ C50/60

x = depth to neutral axis h = height of section

For momentAsM/2 = [M - αcchfckbdc(h/2 - dc/2)] / [(h/2-d2).(σsc+σst)γc]AsM = Total area of reinforcement required to resist moment

This can be solved by iterating x such that AsN = AsM or by using charts or a spreadsheet


• Eurocode

• Eurocode 1



When?

Publication dateReference TitleCode NA

Eurocode Basis of Structural Design Jul 02 Dec 04

Eurocode 1 Pt 1–1 Densities, self-weight and imposed loads Jul 02 Dec 05a

Eurocode 1 Pt 1–2 Actions on structures exposed to fire Nov 02 Mar 06a

Eurocode 1 Pt 1–3 Snow loads Jul 03 Dec 05a

Eurocode 1 Pt 1–4 Wind actions Apr 05 Aug 06a

Eurocode 1 Pt 1–5 Thermal actions Mar 03 Nov 06a

Eurocode 1 Pt 1–6 Actions during execution Dec 05 Oct 06a

Eurocode 1 Pt 1–7 Accidental actions due to impact and explosions Jun 06a Mar 07a

Eurocode 1 Pt 2 Traffic loads on bridges Oct 03 Nov 06a

Eurocode 1 Pt 3 Actions induced by cranes and machinery Jun 06a Mar 07a

Eurocode 1 Pt 4 Actions in silos and tanks Feb 06a Sep 06a

Eurocode 2 Pt 1–1 General rules and rules for buildings Dec 04 Dec 05Eurocode 2 Pt 1–2 General rules- structural fire design Dec 04 Dec 05Eurocode 2 Pt 2 Bridges Dec 05 Oct 06a

Eurocode 2 Pt 3 Liquid-retaining and containment structures Apr 06a Nov 06a

Eurocode 7 Pt 1 General rules Dec 04 Oct 06a

Eurocode 7 Pt 2 Ground investigation and testing Nov 06a May 07a

a British Standard Institution planned publication date Source: BSI

Highways Agency Documents

Topic DMRB part

Proposed Completion

% Completed

Basis of Design BD15** Sep-06 80Loading /Actions BD37** Dec-06 65

Bearings BD20** May-06 50Expansion Joints BD33** May-06 20

Concrete Bridge Design BD24** Dec-06 20Composite Bridge Design BD16** Sep-06 90

Integral Bridges BA42** Jun-06 80Backfilled RW & Bridge

AbutmentsBD30** Jun-06 80

Embedded RW & Bridge Abutments

BD42** Jun-06 50

Buried Concrete Box Structures BD31** Dec-06 60

Foundations BD74** Jun-06 80

When will British Standards be withdrawn?

There will be a period of co-existence between our current codes and the Eurocodes:

• For a maximum of 3 years after the final part of a

‘package’ is made available to BSI by CEN or:

• Until 2010 at the latest.

• BS 8110 withdrawn in 2008?

The following ‘How to…’ guides are being developed:

• Introduction to Eurocodes

• Getting started

• Slabs

• Beams

• Columns

• Foundations

• Flat slabs

• Deflections

And others are being planned:Ret Walls and Detailing

How to…

Spreadsheets

Version 3 - June 2006

To EC2

June 2006

Early 2007

www.eurocode2.info

Updated Detailing Manual

April 2006

Updated Green Book

May 2006

Introduction to Eurocodes - The Concrete Centre

Documents

Transcript of Introduction to Eurocodes - The Concrete Centre