Eurokode 2 - standard.no anlegg og eiendom/2017 StMorg... · 3.1.2 Properties (1) The following essential characteristics are required for design to this Eurocode: - compressive cylinder

1

Steinar LeivestadStandard Norge2017-04-26

Eurokode 2Utvikling av betongmateriale

Konsekvens for prosjektering

Utvikling av betongmateriale;Primær drivkraft er bærekraft og CO2- fotavtrykk

• Nye sementer og bindemiddel kombinasjoner• Gjenbruk av tilslag/knust betong

• Konsekvenser for • Bestandighet• Fasthet og fasthetsutvikling

• En forutsetning for at betong skal beholde sin posisjon som byggemateriale er at alle for betongen negative faktorer kan reduseres tilstrekkelig til at de positive egenskapene kan dominere, det krever bruk av;

• redusert betong volum for samme funksjon, og • mindre CO2 per m3 brukt, og at• regnskapet gjøres opp for hele byggverket ved livets

slutt 3

Utvikling av materialene vil normalt føre til endring i ydelse, krav må kunne reflektere dette

• Ved bruk av dagens type «Deemed to sattisfy» (DtS) krav vil man med nye materialer måtte påvise «ekvivalens» med dagens krav, basert på et materiale (CEM I) som ikke ventes å være tilgjengelig i all fremtid og som for øvrig har betydelig variasjoner i ydelse innenfor klassen.

• Ved bruk av ydelsesbasert prosjektering står man overfor et fagfelt som ikke er tilstrekkelig modent, og der parametervalgene gir stort rom for «optimistiske» eller «pessimistiske» parametervalg med betydelige konsekvenser, og hvor parameter valgene bør gjøres på «nøytralt grunnlag» som del av standardiseringen.

• Ved bruk av «eksponerings motstands klasse» (ERC) kan man benytte en ydelsesbasert definisjon av klassene og i standardene gjøre en kalibrert tilpasning av relaterte krav til;

eksponeringsklasse/motstandsklasse/overdekning.

4

5

Meetings of TC250/SC2 and TC104/SC1 dealing with Durability and the work of the JWG

TC250/SC2

TC104/SC1 or TC104

2/11-2005 Larnaca (20) Mentioned 06-11-2006 Brussels (23) Mentioned 17-18/9-2007 Helsinki (24) Discussed 13-14/6-2007 Stockholm (21) Pre mature,

established TG17 9-10/6-2008 Brussels (25) Resolution

164 25-26/6-2008 Berlin (22) Discussed

Resolution 360 11/11-2008 Torino (26) Discussed 7-8/5-2009 Budapest (27) Discussed 16-17/9-2009 Gent (23) Discussed

Resolution 373 12-13/11-2009 London (28) Discussed 07-08/10-2010 Madrid (29) Discussed 15-16/2010 Delft (24) No discussion

Presentation TC104

30/5-2011 Oslo (30) Presentation 06-2011 Helsinki (25)

No discussion

12-13/12-2011 Milan (31) Principles agreed

23-24/11-2011 Milan (26) Principle agreed

28-29/06-2012 Brussel (32) Discussed 11-2012 Berlin (27) No discussion 01/03-2013 Berlin (33) Discussed 20-21/02 2013 Paris (28) Discussed 19/03-2014 Ispra (34) Principles

agreed 5-6/3-2014 Vienna (29) Discussed

22-23/10 2014 Workshop in Brussels convened by JWG 04/03-2015 Berlin (35) Discussed 5-6/5-2015 Brussels (30) Discussed

Resolution 440 agreed

05/11-2015 Berlin (36) Reported 06-2016 Berlin (37) Reported 10-11/5-2016 London (31) SC1/WG1 Road

map discussed 11-2016 Zürich (38) Reported

The work on durability and the development of the concept by the JWG has been thorougly presented and discussed in TC250/SC2 and TC104/SC1since 2010

Meetings of TC250/SC2 and TC104/SC1 dealing with Durability and the work of the JWG

TC250/SC2

TC104/SC1 or TC104

2/11-2005 Larnaca (20)

Mentioned

06-11-2006 Brussels (23)

Mentioned

17-18/9-2007 Helsinki (24)

Discussed

13-14/6-2007 Stockholm (21)

Pre mature, established TG17

9-10/6-2008 Brussels (25)

Resolution 164

25-26/6-2008 Berlin (22)

Discussed Resolution 360

11/11-2008 Torino (26)

Discussed

7-8/5-2009 Budapest (27)

Discussed

16-17/9-2009 Gent (23)

Discussed Resolution 373

12-13/11-2009 London (28)

Discussed

07-08/10-2010 Madrid (29)

Discussed

15-16/2010 Delft (24)

No discussion

Presentation TC104

30/5-2011 Oslo (30)

Presentation

06-2011 Helsinki (25)

No discussion

12-13/12-2011 Milan (31)

Principles agreed

23-24/11-2011 Milan (26)

Principle agreed

28-29/06-2012 Brussel (32)

Discussed

11-2012 Berlin (27)

No discussion

01/03-2013 Berlin (33)

Discussed

20-21/02 2013 Paris (28)

Discussed

19/03-2014 Ispra (34)

Principles agreed

5-6/3-2014 Vienna (29)

Discussed

22-23/10 2014 Workshop in Brussels convened by JWG

04/03-2015 Berlin (35)

Discussed

5-6/5-2015 Brussels (30)

Discussed

Resolution 440

agreed

05/11-2015 Berlin (36)

Reported

06-2016 Berlin (37)

Reported

10-11/5-2016 London (31)

SC1/WG1 Road map discussed

11-2016 Zürich (38)

Reported

6

SECTION 3 MATERIALS

3.1 Concrete

3.1.1 General

(1) The following clauses give principles and rules for normal weight and heavy weight concrete. Additional rules for lightweight concrete are given in Annex M.

“heavy weight concrete” added, "high strength" deleted as proposed by TG7. Clause (2):2004 with respect to lightweight concrete replaced by reference to new annex.

(2) Recycled aggregates may be used where their use will not impair durability, service performance like appearance or wear, or represent a risk of polluting water or air. Recycled aggregates can be used in normal concrete production without any particular consent if in accordance with 3.1.2.(7); if for other reasons recycled aggregates shall not be allowed that must be stated in the execution specification.

Amendment driven by Systematic Review DK07 New clause according proposal by TG7. It is accepted by WG1 to include recycled aggregates. EN1992 should give limits within which recycled aggregates can be used without having to ask permission, otherwise recycled aggregates will not be used. This is the purpose of this clause.

(3) If non-conventional concrete is used, i.e. concrete with a very low binder content, or if a member or a structure is very sensitive to elastic, creep or shrinkage deformations, experimental verification is required. For guidance see Annex B.4.

New clause according proposal by TG7.

3.1.2 Properties

(1) The following essential characteristics are required for design to this Eurocode: - compressive cylinder strength - maximum aggregate size - aggregate type and origin - cement type - fibre content and type

(2) The following properties may either be derived from the compressive strength in accordance with the provisions of this section or may be determined by testing in accordance with EN 206:

- tensile strength - modulus of elasticity

SECTION 3 MATERIALS

3.1 Concrete

3.1.1General

(1) The following clauses give principles and rules for normal weight and heavy weight concrete. Additional rules for lightweight concrete are given in Annex M.

“heavy weight concrete” added, "high strength" deleted as proposed by TG7. Clause (2):2004 with respect to lightweight concrete replaced by reference to new annex.

(2) Recycled aggregates may be used where their use will not impair durability, service performance like appearance or wear, or represent a risk of polluting water or air. Recycled aggregates can be used in normal concrete production without any particular consent if in accordance with 3.1.2.(7); if for other reasons recycled aggregates shall not be allowed that must be stated in the execution specification.

Amendment driven by Systematic Review DK07

New clause according proposal by TG7. It is accepted by WG1 to include recycled aggregates. EN1992 should give limits within which recycled aggregates can be used without having to ask permission, otherwise recycled aggregates will not be used. This is the purpose of this clause.

(3) If non-conventional concrete is used, i.e. concrete with a very low binder content, or if a member or a structure is very sensitive to elastic, creep or shrinkage deformations, experimental verification is required. For guidance see Annex B.4.

New clause according proposal by TG7.

3.1.2 Properties

(1) The following essential characteristics are required for design to this Eurocode:

- compressive cylinder strength

- maximum aggregate size

- aggregate type and origin

- cement type

- fibre content and type

(2) The following properties may either be derived from the compressive strength in accordance with the provisions of this section or may be determined by testing in accordance with EN 206:

- tensile strength

- modulus of elasticity

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3.1.3 Strength

(1) The compressive strength of concrete is denoted by concrete strength classes which relate to the characteristic (5%) cylinder strength fck in accordance with EN 206, determined at an age tref which should be taken as:

(i) 28 days in general or (ii) between 28 and 91 days for applications where slow strength development

applies.

Amendment driven by Systematic Review ES06, ES07, NO94, NO95, NL07 Previous (1) and (2) combined. Possibility of using up to 91 days added, but 28 days still shown as the "default option".

(2) The maximum concrete classes are: - C100 for normal weight concrete - according to 3.1.3(7) for recycled aggregate concrete

Amendment for Cmax driven by Systematic Review ES07. Recommended value for normal weight concrete amended to C100 by recommendation of WG1.

(3) The characteristic strength fck, and the corresponding mechanical characteristics necessary for design, are given in Table 3.1. Intermediate strength classes may be used.

Added intermediate strength classes agreed by WG1, ref UK143

Table 3.1: Strength- and strain characteristics of concrete

Strength classes for concrete Analytical relation / Explanation

Comments

fck MPa 12 16 20 25 30 35 40 45 50 55 60 70 80 90 100 fcm MPa 20 24 28 33 38 43 48 53 58 63 68 78 88 98 108 fcm = fck + 8MPa

fctm MPa 1,6 1,9 2,2 2,6 2,9 3,2 3,5 3,8 4,1 4,2 4,3 4,5 4,7 4,9 5,1 fctm = 0,30⋅fck2/3 ≤ C50 fctm = 1.10⋅fck1/3 > C50

Equation for fck >50 MPa reformulated as a function of fck and simplified.

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 3,7 fctk;0,05 = 0,7 fctm 5 %-fractile Value for C100 updated based on TG7 contribution. 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 6,8 fctk;0,95 = 1,3 fctm 95 %-fractile Ecm GPa 27 29 30 31 33 34 35 36 37 38 39 41 42 44 45 Ecm = 11⋅ fcm0,3

Strain parameters to define stress distributions due to bending and axial effects have been removed because they are now defined in section 6.1 and Annex F for non-linear analysis - and they do not depend on concrete class due to simplification of the model. This will improve ease of use both of the table and the models.

3.1.3 Strength

(1) The compressive strength of concrete is denoted by concrete strength classes which relate to the characteristic (5%) cylinder strength fck in accordance with EN 206, determined at an age tref which should be taken as:

(i) 28 days in general or

(ii) between 28 and 91 days for applications where slow strength development applies.

Amendment driven by Systematic Review ES06, ES07, NO94, NO95, NL07

Previous (1) and (2) combined.

Possibility of using up to 91 days added, but 28 days still shown as the "default option".

(2) The maximum concrete classes are:

· C100 for normal weight concrete

· according to 3.1.3(7) for recycled aggregate concrete

Amendment for Cmax driven by Systematic Review ES07. Recommended value for normal weight concrete amended to C100 by recommendation of WG1.

(3) The characteristic strength fck, and the corresponding mechanical characteristics necessary for design, are given in Table 3.1. Intermediate strength classes may be used.

Added intermediate strength classes agreed by WG1, ref UK143

Table 3.1: Strength- and strain characteristics of concrete

Strength classes for concrete

Analytical relation / Explanation

Comments

fck

MPa

12

16

20

25

30

35

40

45

50

55

60

70

80

90

100

fcm

MPa

20

24

28

33

38

43

48

53

58

63

68

78

88

98

108

fcm = fck + 8MPa

fctm

MPa

1,6

1,9

2,2

2,6

2,9

3,2

3,5

3,8

4,1

4,2

4,3

4,5

4,7

4,9

5,1

fctm = 0,30fck2/3 C50

fctm = 1.10fck1/3 > C50

Equation for fck >50 MPa reformulated as a function of fck and simplified.

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

3,7

fctk;0,05 = 0,7 fctm 5 %-fractile

Value for C100 updated based on TG7 contribution.

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

6,8

fctk;0,95 = 1,3 fctm 95 %-fractile

Ecm

GPa

27

29

30

31

33

34

35

36

37

38

39

41

42

44

45

Ecm = 11 fcm0,3

Strain parameters to define stress distributions due to bending and axial effects have been removed because they are now defined in section 6.1 and Annex F for non-linear analysis - and they do not depend on concrete class due to simplification of the model. This will improve ease of use both of the table and the models.

8

(7) For concrete of strength Class C30 and lower, recycled aggregates may be used in accordance with the parameters in Table 3.2. For higher strength classes or for higher replacement values of the coarse fraction, including replacement up to 10% of the fines fraction, the design provisions of this standard may be applied provided it is demonstrated by tests that all values derived as a function of fck are in accordance with the values given in Table 3.1. The procedure for testing and approval shall be given in the execution specification. Table 3.2: Maximum fraction of recycled coarse aggregates (4/32) in strength class C30 and lower, for exposure resistance classes documented by deemed to satisfy values in EN 2061

Recycled aggregates (4/32) Type according to EN 12620

RX0 RC40 RC30 RC20 RSD

Type A 30% 30% 30% 20% 0

Type B 30% 30% 20% 0%

1 Where the resistance class is documented by tests with the actual recycled aggregates the maximum value may be taken as 30%.

New clause and table regarding recycled aggregates. Systematic review DK07

(7) For concrete of strength Class C30 and lower, recycled aggregates may be used in accordance with the parameters in Table 3.2. For higher strength classes or for higher replacement values of the coarse fraction, including replacement up to 10% of the fines fraction, the design provisions of this standard may be applied provided it is demonstrated by tests that all values derived as a function of fck are in accordance with the values given in Table 3.1. The procedure for testing and approval shall be given in the execution specification.

Table 3.2: Maximum fraction of recycled coarse aggregates (4/32) in strength class C30 and lower, for exposure resistance classes documented by deemed to satisfy values in EN 2061

Recycled aggregates (4/32)

Type according to EN 12620

RX0

RC40

RC30

RC20

RSD

Type A

30%

30%

30%

20%

0

Type B

30%

30%

20%

0%

1 Where the resistance class is documented by tests with the actual recycled aggregates the maximum value may be taken as 30%.

New clause and table regarding recycled aggregates.

Systematic review DK07

9

91-døgns fasthetNye sementer og bindemiddel kombinasjoner som ivaretar bærekraft og redusert CO2-fotavtrykkser ut til å gi langsommere fasthetsutvikling

11

TC104

TC51/WG12(JWG-TC104) Test methods

SC1

WG1Durability in EN206

TC250/SC2

WG1

TG10 Durability in EN 1992-1-1 TG1 – TG9

JWG – Durability- Establish concept- Coordinate implementation

Deliverables;EN 1992-1-1 Design provisionsEN206 Material requirementsEN test standards EN 12390-xEase of Use for designers, contractors, concrete producers and prefab-industryTechnically sound system

Eurocode - 1991Actions on structures

TC250/SC1

Product and testing standardsTC104/SCs and WGs

EN 206-1Concrete

TC104/SC1

Product and testing standards

ISO 6934 or ETATendons & PT kits


EN 10080reinforcement


EN 13369 - xx or ETAPrefabricated elements

TC229

EN 13670Execution of concrete structures

TC104/SC2

Eurocode - 1992Design of concrete structures

TC250/SC2

Eurocode - 1990Basis of structural design

TC250

Societal expectations+

National legislation

Durability Design of concrete structures Provisions coordinated between the various standards

Interface Society / construction project

Basic requirement

Design provisions

Ececution requirementsMat

erial r

esista

nce

clas

ses

The

Gane

ralp

rovision

sap

plies

Eurocode 2 Section 4 NDPs

13

(5) The minimum cover values for reinforcement and prestressing tendons in normal weight concrete taking account of the exposure classes and the structural classes is given by cmin,dur.

Note: Structural classification and values of cmin,dur for use in a Country may be found in its National Annex. The recommended Structural Class (design working life of 50 years) is S4 for the indicative concrete strengths given in Annex E and the recommended modifications to the structural class is given in Table 4.3N. The recommended minimum Structural Class is S1.

The recommended values of cmin,dur are given in Table 4.4N (reinforcing steel) and Table 4.5N (prestressing steel).

Cover Table 4.3N - 4.5N out of 27;7 use recommended value5 use recommended value with conditions15 use ammended values

Systematic review 30 comments

(5) The minimum cover values for reinforcement and prestressing tendons in normal weight concrete taking account of the exposure classes and the structural classes is given by cmin,dur.

Note: Structural classification and values of cmin,dur for use in a Country may be found in its National Annex. The recommended Structural Class (design working life of 50 years) is S4 for the indicative concrete strengths given in Annex E and the recommended modifications to the structural class is given in Table 4.3N. The recommended minimum Structural Class is S1.

The recommended values of cmin,dur are given in Table 4.4N (reinforcing steel) and Table 4.5N (prestressing steel).

Exposure resistance classes system and definitions

14

Corrosion of reinforcement Deterioration of concrete

Carbonation Resistance Class

Chloride Resistance Class

Freeze/thaw Resistance Class

Chemical Aggressiveness Class

Low Medi- um

High Low Medi- um

High Medium High Medium High

Corrosion of reinforcement

Deterioration of concrete Carbonation Resistance Class

Chloride Resistance Class

Freeze/thaw Resistance Class

Chemical Aggressiveness Class (for later)

RXC (Low)

RXC (Medi- um)

RXC (High)

RXSD (Low)

RXSD (Medi- um)

RXSD (High)

RXF (Medium)

RXF (High)

RXCA (Medium)

RXCA (High)

Definition of class is 50- years of exposure to XC3 (Rh 65%) with 10%-probability of carbonation front exceeding (mm)

Definition of class is 50- years of exposure to XS2, with 10%-probability of chloride concentration exceeding 0,5% at depth (mm)

Definition of class is 50- years of exposure to XF4, with 10%-probability of scaling loss exceeding (kg/m2)

Definition of class is 50- years of exposure to XA3, ground water with SO24 6000mg/l and 10%- probability of loss exceeding (g/m2)[??]

40 30 20 75 60 45 10 2 ? ?

System

Definitions

Void, not mature


Deterioration of concrete

Carbonation Resistance

Class

Chloride Resistance

Class

Freeze/thaw Resistance

Class

Chemical Aggressiveness Class

Low

Medi- um

High

Low

Medi- um

High

Medium

High

Medium

High


Deterioration of concrete

Carbonation Resistance

Class

Chloride Resistance

Class

Freeze/thaw Resistance

Class

Chemical Aggressiveness Class (for later)

RXC

(Low)

RXC

(Medi- um)

RXC

(High)

RXSD

(Low)

RXSD

(Medi- um)

RXSD

(High)

RXF

(Medium)

RXF

(High)

RXCA

(Medium)

RXCA

(High)

Definition of class is 50-

years of exposure to XC3 (Rh 65%) with 10%-probability of carbonation front exceeding (mm)


years of exposure to XS2, with 10%-probability of chloride concentration exceeding 0,5% at depth (mm)


years of exposure to XF4, with 10%-probability of scaling loss exceeding (kg/m2)


years of exposure to XA3, ground water with SO24

6000mg/l and 10%- probability of loss exceeding (g/m2)[??]

40

30

20

75

60

45

10

2

?

?

Present status, - large variation in reliability of predicted durability left fig. - intended aim is consistent durability right fig.

15

Quoting fib State of the Art report on chloride ingress

16

Would not going from left to right be nice

4.2 Exposure resistance classes, continued

18

(2) Concrete can be documented for the various classes in Table 2 by testing in accordance with the listed testing standards and with the limiting values given in Table 3.

Table 3 Exposure resistance classes, limiting values and applicable test standards

Carbonation resistance class RXC

Chloride resistance class RXSD

Frost resistance class RXF

RXC20 RXC30 RXC40

RXSD45 RXSD60 RXSD75 RXF0,5 RXF1,0 Limiting value, estimated after 50 years (mm) or kg/m2

20 30 40 45 60 75 0,5 1,0

Classification standard prEN12390-10/12 EN12390-11

CEN/TS 12390-9 CEN/TR 15177

(3) Concrete may also as an alternative to testing according to (2) be documented by applying the deemed to satisfy values in Annex F for the various cement/binders, water/binder ratios and minimum binder content.

Forslag til tekst i EN 206

(2) Concrete can be documented for the various classes in Table 2 by testing in accordance with the listed testing standards and with the limiting values given in Table 3.

Table 3 Exposure resistance classes, limiting values and applicable test standards


Chloride resistance class

RXSD


RXC20

RXC30

RXC40

RXSD45

RXSD60

RXSD75

RXF0,5

RXF1,0

Limiting value, estimated after 50 years (mm) or kg/m2

20

30

40

45

60

75

0,5

1,0

Classification standard

prEN12390-10/12

EN12390-11

CEN/TS 12390-9

CEN/TR 15177

(3) Concrete may also as an alternative to testing according to (2) be documented by applying the deemed to satisfy values in Annex F for the various cement/binders, water/binder ratios and minimum binder content.

Document in COST- Eurocode 2 a new concept for durability design SL [Compatibility Mode]2017-05-04

19

EN 206 might even allow national

documented values based on testing

20

The large scatter among the curves show how different the various cements within one cement type can perform with the same w/c-ratio

PROPOSAL EN 206 Annex FTable F.1 Exposure resistance classes; deemed to satisfy values for various binder compositions (example, preliminary values)

22

Tentative - Preliminary values




RXC20 RXC30 RXC40 RXSD45 RXSD60 RXSD75 RXF0,2 RXF0,5 RXF1,0

Cement type or equivalent binder combination

Maximum w/b-ratio b is the sum of cement and additions in the concrete, within the limits defining the cements according to EN 197-1

CEM I 0,55 0,60 0,65 NA NA 0,45

1 0,40 0,45 0,50

CEM II-A 0,45 0,55 0,65 0,40 0,50 0,60 ? ? ?

CEM II-B 0,40 0,50 0,60 0,40 0,50 0,60 ? ? ?

CEM III-A NA 0,45 0,55 ? ? ? ? ? ?

CEM III-B NA NA 0,45 0,38 0,45 0,55 ? ? ?

Minimum binder content (kg/m3)

280 280 280 280 280 280 280 280 280

Minimum air entrainment 4% 4% - 1 CEM I shall only be used with minimum 4% silica fume NA means that no deemed to satisfy values are given for that combination of binder and resistance class

Tentative -

Preliminary values



RXSD


RXC20

RXC30

RXC40

RXSD45

RXSD60

RXSD75

RXF0,2

RXF0,5

RXF1,0


Maximum w/b-ratio

b is the sum of cement and additions in the concrete, within the limits defining the cements according to EN 197-1

CEM I

0,55

0,60

0,65

NA

NA

0,451

0,40

0,45

0,50

CEM II-A

0,45

0,55

0,65

0,40

0,50

0,60

?

?

?

CEM II-B

0,40

0,50

0,60

0,40

0,50

0,60

?

?

?

CEM III-A

NA

0,45

0,55

?

?

?

?

?

?

CEM III-B

NA

NA

0,45

0,38

0,45

0,55

?

?

?


280

280

280

280

280

280

280

280

280

Minimum air entrainment

4%

4%

-

1 CEM I shall only be used with minimum 4% silica fume

NA means that no deemed to satisfy values are given for that combination of binder and resistance class


Alternative more refined approach distinguishing between various binders in Annex F of EN206

23

Preliminary values




RXC20 RXC30 RXC40 RXSD45 RXSD60 RXSD75 RXF 0,2 RXF 0,5

RXF 1,0



CEM I 0,55 0,60 0,65 NA NA 0,45

1 0,40 0,45 0,50

CEM II-A-

V 0,45 0,55 0,65 0,40 0,50 0,60 S D L LL M

CEM II-B- V 0,40 0,50 0,60 0,40 0,50 0,60 S D L LL M

CEM III-A S NA 0,45 0,55 ? ? ? CEM III-B S NA NA 0,45 0,38 0,45 0,55 Minimum binder content (kg/m3)

280 280 280 280 280 280 280 280 280 1 CEM I shall only be used with minimum 4% silica fume NA means that no deemed to satisfy values are given for that combination of binder and resistance class

Preliminary values




RXC20

RXC30

RXC40

RXSD45

RXSD60

RXSD75

RXF

0,2

RXF 0,5

RXF

1,0


Maximum w/b-ratio


CEM I

0,55

0,60

0,65

NA

NA

0,451

0,40

0,45

0,50

CEM II-A-

V

0,45

0,55

0,65

0,40

0,50

0,60

S

D

L

LL

M

CEM II-B-

V

0,40

0,50

0,60

0,40

0,50

0,60

S

D

L

LL

M

CEM III-A

S

NA

0,45

0,55

?

?

?

CEM III-B

S

NA

NA

0,45

0,38

0,45

0,55


280

280

280

280

280

280

280

280

280



Exposure classes rate of carbonation and risk of corrosion

24

EN 1992Table 4.1: Exposure classes related to environ-mental conditions

Proposed changes;- X0 only for concrete without reinforcement- XC1 deleted permanently wet-XC2 added permanently wet

26

Class designation

Description of the exposure Informative examples and comments

1 No risk of corrosion or attack

X0 For concrete without reinforcement or embedded metal: all exposures except where there is freeze/thaw, abrasion or chemical attack

2 Corrosion induced by carbonation Where concrete containing reinforcement or other embedded metal is exposed to air and moisture, the exposure shall be classified as follows:

XC Dry

Concrete inside buildings with low air humidity, where the risk of corrosion is insignificant

XC2 Wet or permanently high humidity, rarely dry

Concrete surfaces subject to long-term water contact or permanently submerged in water or permanently exposed to high humidity. Many foundations, water containments (not external). Note: Leaching could also cause corrosion (see (5), XA classes).

XC3 Moderate humidity

Concrete inside buildings with moderate humidity External concrete sheltered from rain

XC4 Cyclic wet and dry Concrete surfaces subject to cyclic water contact, (e.g. external concrete not sheltered from rain as walls, fassades, concrete in the tidal zone).

3 Corrosion induced by chlorides Where concrete containing reinforcement or other embedded metal is subject to contact with water containing chlorides, including de-icing salts, from sources other than from sea water, the exposure shall be classified as follows:

XD1 Moderate humidity Concrete surfaces exposed to airborne chlorides XD2 Wet, rarely dry Swimming pools

Concrete components exposed to industrial waters containing chlorides Note: If the chloride content of the water is ≤0.5 g/l then XD1 applies.

XD3 Cyclic wet and dry Parts of bridges exposed to water containing chlorides Concrete roads, pavements and car park slabs in areas where de-icing agents are frequently used

4 Corrosion induced by chlorides from sea water Where concrete containing reinforcement or other embedded metal is subject to contact with chlorides from sea water or air carrying salt originating from sea water, the exposure shall be classified as follows:

XS1 Exposed to airborne salt but not in direct contact with sea water

Structures near to or on the coast,

XS2 Permanently submerged Parts of marine structures and structures in seawater XS3 Tidal, splash and spray zones Parts of marine structures and structures directly over sea water

5. Freeze/Thaw Attack (XF classification is not necessary in cases where freeze/thaw cycles is rare) XF1 Moderate water saturation, without de-

icing agent Vertical concrete surfaces exposed to rain and freezing

XF2 Moderate water saturation, with de-icing agent

Vertical concrete surfaces of road structures exposed to freezing and airborne de-icing agents

XF3 High water saturation, without de-icing agents

Horizontal concrete surfaces exposed to rain and freezing

XF4 High water saturation with de-icing agents or sea water

Road and bridge decks exposed to de-icing agents Concrete surfaces exposed to direct spray containing de-icing agents and freezing Splash zone of marine structures exposed to freezing

6. Chemical attack XA1 Slightly aggressive chemical environment

according to Table 4.2 Natural soils and ground water

XA2 Moderately aggressive chemical environment according to Table 4. 2

Natural soils and ground water

XA3 Highly aggressive chemical environment according to Table 4.2


Class designation

Description of the exposure

Informative examples and comments

1 No risk of corrosion or attack

X0

For concrete without reinforcement or embedded metal: all exposures except where there is freeze/thaw, abrasion or chemical attack

2 Corrosion induced by carbonation

Where concrete containing reinforcement or other embedded metal is exposed to air and moisture, the exposure shall be classified as follows:

XC

Dry

Concrete inside buildings with low air humidity, where the risk of corrosion is insignificant

XC2

Wet or permanently high humidity, rarely dry

Concrete surfaces subject to long-term water contact or permanently submerged in water or permanently exposed to high humidity.

Many foundations, water containments (not external).

Note: Leaching could also cause corrosion (see (5), XA classes).

XC3

Moderate humidity

Concrete inside buildings with moderate humidity

External concrete sheltered from rain

XC4

Cyclic wet and dry

Concrete surfaces subject to cyclic water contact, (e.g. external concrete not sheltered from rain as walls, fassades, concrete in the tidal zone).

3 Corrosion induced by chlorides

Where concrete containing reinforcement or other embedded metal is subject to contact with water containing chlorides, including de-icing salts, from sources other than from sea water, the exposure shall be classified as follows:

XD1

Moderate humidity

Concrete surfaces exposed to airborne chlorides

XD2

Wet, rarely dry

Swimming pools

Concrete components exposed to industrial waters containing chlorides

Note: If the chloride content of the water is ≤0.5 g/l then XD1 applies.

XD3

Cyclic wet and dry

Parts of bridges exposed to water containing chlorides

Concrete roads, pavements and car park slabs in areas where de-icing agents are frequently used

4 Corrosion induced by chlorides from sea water

Where concrete containing reinforcement or other embedded metal is subject to contact with chlorides from sea water or air carrying salt originating from sea water, the exposure shall be classified as follows:

XS1

Exposed to airborne salt but not in direct contact with sea water

Structures near to or on the coast,

XS2

Permanently submerged

Parts of marine structures and structures in seawater

XS3

Tidal, splash and spray zones

Parts of marine structures and structures directly over sea water

5. Freeze/Thaw Attack (XF classification is not necessary in cases where freeze/thaw cycles is rare)

XF1

Moderate water saturation, without de-icing agent

Vertical concrete surfaces exposed to rain and freezing

XF2

Moderate water saturation, with de-icing agent

Vertical concrete surfaces of road structures exposed to freezing and airborne de-icing agents

XF3

High water saturation, without de-icing agents

Horizontal concrete surfaces exposed to rain and freezing

XF4

High water saturation with de-icing agents or sea water

Road and bridge decks exposed to de-icing agents

Concrete surfaces exposed to direct spray containing de-icing agents and freezing

Splash zone of marine structures exposed to freezing

6. Chemical attack

XA1

Slightly aggressive chemical environment according to Table 4.2


XA2

Moderately aggressive chemical environment according to Table 4. 2


XA3

Highly aggressive chemical environment according to Table 4.2


(4) Adequate durability against freeze thaw action may be assumed by selection of the appropriate RXF-class, for the various exposure classes according to Table 4.3.

Table 4.3: Deterioration of concrete, permitted exposure resistance classes for exposure classes XF in table 4.1

27

Freeze thaw action

Exposure Class EC

Frost resistance class Minimum permitted resistance class (Tentative under discussion, use two or three climate classes)

Severe frost climate Mild frost climate1 XF1 RXF12 RXF12 XF2 RXF12 RXF12 XF3 RXF0,5 RXF1,0 XF4 RXF0,5 RXF1,0 1 Mild frost climate may be may be defined in provisions valid in the place of use, based on local climate with respect to frost cycles and extreme temperatures etc.

The RF exposure resistance classes shall be defined in EN206, and “all options are open” here is just one suggestion (as space holder)RXF12 is assumed to be covered by DtS and descriptive text in EN 206 for XF1 and XF2.RXF0,5 assumes m56 < 0,5 kg/m2RXF1,0 assumes m56 < 1,0 kg/m2 and all RF classes m56/m28 < 2RXF0,5 and RXF1,0 may be given with alternative DtS classification supplementing the testing requirement

Freeze thaw action

Exposure Class

EC

Frost resistance class

Minimum permitted resistance class

(Tentative under discussion, use two or three climate classes)

Severe frost climate

Mild frost climate1

XF1

RXF12

RXF12

XF2

RXF12

RXF12

XF3

RXF0,5

RXF1,0

XF4

RXF0,5

RXF1,0

1 Mild frost climate may be may be defined in provisions valid in the place of use, based on local climate with respect to frost cycles and extreme temperatures etc.

28

New

PROPOSAL in EN 1992-1-1Table 4.4: Minimum concrete cover cmin,dur dependant on design working life, exposure class and exposure resistance class

29

Preliminary values

Minimum cover for 50 and 100 years design working life, (preliminary values, values are rounded to nearest 5 mm)

Exposure

Class EC

RXC20 2

RXC30 2

RXC40 2

50-years 100-years 50-years 100-years 50-years 100-years

XC1 10 15 10 20 10 20 XC2 10 15 15 20 20 30

XC3 15 20 20 25 25 35

XC4 15 20 20 25 25 35

RXSD45 RXSD60 RXSD756

XD1 25 35 30 40 35 45 XS1 25 35 30 40 35 45

XD2 30 40 40 50 50 NA

XS23 30 40 40 50 50 NA

XD34 40 50 50 60 60 NA

XS33

40 50 50 60 60 NA 1 Concrete corresponding to RXC10, with kN,90 ≤ 1,4 mm/year0,5 may be designed with cmin = max {cmin,b; 10 mm}

2 The values are given for ‘slab type geometry’ in beams the cover shall be increased by 5mm in RC20 and by 10 mm in RC30 and RC40 for exposure classes XC2, XC3, XC4,

3 In saline waters with chloride level below 2,0 % the minimum cover may be reduced by 10 mm, with a chloride level below 1,0 % the cover may be reduced by 15 mm, the tabulated values are applicable for Mediterranean and North Sea conditions (3 %).

4 Structures in regions with only short periods of use of de-icing salts, or low quantities annually, the minimum cover may be reduced by 10 mm, in agreement with provisions valid in the place of use.

5 The tabulated values for minimum cover assume curing class 2 according to EN 13670 (curing to 35% of fck), where curing to curing class 3 or more is specified the cover may be reduced by 5 mm in exposure classes XC3, XC4, XD1, XD2, XD3 and XS1.

6 Concrete RXSD75 is not considered applicable for structures with 100 years design working life in exposure classes XD2, XD3, XS2 an d XS3 due to excessive cover requirements.

Preliminary values

Minimum cover for 50 and 100 years design working life,

(preliminary values, values are rounded to nearest 5 mm)

Exposure

Class EC

RXC20 2

RXC30 2

RXC40 2

50-years

100-years

50-years

100-years

50-years

100-years

XC1

10

15

10

20

10

20

XC2

10

15

15

20

20

30

XC3

15

20

20

25

25

35

XC4

15

20

20

25

25

35

RXSD45

RXSD60

RXSD756

XD1

25

35

30

40

35

45

XS1

25

35

30

40

35

45

XD2

30

40

40

50

50

NA

XS23

30

40

40

50

50

NA

XD34

40

50

50

60

60

NA

XS33

40

50

50

60

60

NA

1 Concrete corresponding to RXC10, with kN,90 ≤ 1,4 mm/year0,5 may be designed with cmin = max {cmin,b; 10 mm}






DtS values compared to minimum cover

30

Tentative - Preliminary values




RXC20 RXC30 RXC40 RXSD45 RXSD60 RXSD75 RXF0,2 RXF0,5 RXF1,0



CEM I 0,55 0,60 0,65 NA NA 0,45

1 0,40 0,45 0,50

CEM II-A 0,45 0,55 0,65 0,40 0,50 0,60 ? ? ?

CEM II-B 0,40 0,50 0,60 0,40 0,50 0,60 ? ? ?

CEM III-A NA 0,45 0,55 ? ? ? ? ? ?

CEM III-B NA NA 0,45 0,38 0,45 0,55 ? ? ?


280 280 280 280 280 280 280 280 280

Minimum air entrainment 4% 4% - 1 CEM I shall only be used with minimum 4% silica fume NA means that no deemed to satisfy values are given for that combination of binder and resistance class

Preliminary values

Minimum cover for 50 and 100 years design working life, (preliminary values, values are rounded to nearest 5 mm)

Exposure

Class EC

RXC20 2

RXC30 2

RXC40 2

50-years 100-years 50-years 100-years 50-years 100-years

XC1 10 15 10 20 10 20 XC2 10 15 15 20 20 30

XC3 15 20 20 25 25 35

XC4 15 20 20 25 25 35

RXSD45 RXSD60 RXSD756

XD1 25 35 30 40 35 45 XS1 25 35 30 40 35 45

XD2 30 40 40 50 50 NA

XS23 30 40 40 50 50 NA

XD34 40 50 50 60 60 NA

XS33

40 50 50 60 60 NA 1 Concrete corresponding to RXC10 with k ≤ 1 4 mm/year0,5 may be designed with c = max {c ; 10 mm}

Sammenligning overdekning i mm Eksponeringsklasse RXC30 M60 XC1 10 15 XC2 15 25 XC3 20 25 XC4 20 25 RXSD60 M40 (M45) XD1 30 40 (M45) XS1 30 40 (M45) XD2 40 40 XS2 40 40 XD3 50 40 XS3 50 50

Tentative -

Preliminary values



RXSD


RXC20

RXC30

RXC40

RXSD45

RXSD60

RXSD75

RXF0,2

RXF0,5

RXF1,0


Maximum w/b-ratio


CEM I

0,55

0,60

0,65

NA

NA

0,451

0,40

0,45

0,50

CEM II-A

0,45

0,55

0,65

0,40

0,50

0,60

?

?

?

CEM II-B

0,40

0,50

0,60

0,40

0,50

0,60

?

?

?

CEM III-A

NA

0,45

0,55

?

?

?

?

?

?

CEM III-B

NA

NA

0,45

0,38

0,45

0,55

?

?

?


280

280

280

280

280

280

280

280

280

Minimum air entrainment

4%

4%

-




Preliminary values

Minimum cover for 50 and 100 years design working life,

(preliminary values, values are rounded to nearest 5 mm)

Exposure

Class EC

RXC20 2

RXC30 2

RXC40 2

50-years

100-years

50-years

100-years

50-years

100-years

XC1

10

15

10

20

10

20

XC2

10

15

15

20

20

30

XC3

15

20

20

25

25

35

XC4

15

20

20

25

25

35

RXSD45

RXSD60

RXSD756

XD1

25

35

30

40

35

45

XS1

25

35

30

40

35

45

XD2

30

40

40

50

50

NA

XS23

30

40

40

50

50

NA

XD34

40

50

50

60

60

NA

XS33

40

50

50

60

60

NA

1 Concrete corresponding to RXC10, with kN,90 ≤ 1,4 mm/year0,5 may be designed with cmin = max {cmin,b; 10 mm}






Sammenligning overdekning i mm

Eksponeringsklasse

RXC30

M60

XC1

10

15

XC2

15

25

XC3

20

25

XC4

20

25

RXSD60

M40 (M45)

XD1

30

40 (M45)

XS1

30

40 (M45)

XD2

40

40

XS2

40

40

XD3

50

40

XS3

50

50

Carbonation rate is affected by state of tensile stress

31

Effect of cracking on carbonation, relevant on tension side of beams?

32

Indication is that cracks will affect rate of carbonation, crack-widths larger than 0,05 mm will not block carbonation in the cracks, the larger the cracks the faster the rate of carbonation of the entire cover-zone up to a certain crack-width. See also the tests by Vasanelli et al.

Average carbonation depth;Uncracked regions 10mmCracked regions 15-23mm

Proposed table 7.1N remaining NDP

33

Table 7.1N: Recommended Limiting values of wlim,cal (mm) for durability and appearance

Exposure Class

Reinforced members5 and

prestressed members with

unbonded tendons

Prestressed members with bonded tendons or

a combination of bonded and unbonded

tendons2

Loading condition

XC1 0,41 0,2kc4

Quasi-permanent load combination XC2, XC3,

XC4 0,3kc4 XD1XS1, Frequent load

combination6 XD2, XD3, XS2, XS3

0,2kc4 Decompression

3

1 For XC1 exposure classes, crack width has no influence on durability and this limit is set to give generally acceptable appearance. In the absence of appearance conditions this limit may be relaxed. 2 Transverse to the prestressing tendons a 0,2 mm limit applies for all exposure classes. The limits for reinforced members applies as relevant for ordinary reinforcement laying outside of the prestressing where this is more severe. 3 Decompression may be considered achieved if the strain in the concrete at the level of the center of the tendon is zero. For bonded tendons in watertight sheets a limit of 0,1 mm may be permitted. 4 Here kc is a factor allowing for the increased protection by increased cover over the minimum permitted value of cnom by allowing an increased limiting value, calculated as cnom,actual/cnom,min ≤ 1,5 5 Where corrosion resistant reinforcement in accordance with EN xxxxx is used the limiting value for appearance may be used in all exposure classes (have to be further detailed, as secondary deterioration mechanisms might become relevant) 6 For loads that are of short duration but frequently repeated like wave-loads a monthly wave may be considered as a representative value.

Proposed changes;- Introduction of kc- Use quasi permanent for XC-exposure- Use frequent for XD and XS exposure- Use decompression only in

chloride rich environment

Note that checking crackwidths for ordinary reinforcement and prestressing in same combination is ease of use

Table 7.1N: Recommended Limiting values of wlim,cal (mm) for durability and appearance

Exposure

Class

Reinforced members5 and prestressed members with unbonded tendons

Prestressed members with bonded tendons or a combination of bonded and unbonded tendons2

Loading condition

XC1

0,41

0,2kc4

Quasi-permanent load combination

XC2, XC3, XC4

0,3kc4

XD1XS1,

Frequent load combination6

XD2, XD3, XS2, XS3

0,2kc4

Decompression3

1 For XC1 exposure classes, crack width has no influence on durability and this limit is set to give generally acceptable appearance. In the absence of appearance conditions this limit may be relaxed.

2 Transverse to the prestressing tendons a 0,2 mm limit applies for all exposure classes. The limits for reinforced members applies as relevant for ordinary reinforcement laying outside of the prestressing where this is more severe.

3 Decompression may be considered achieved if the strain in the concrete at the level of the center of the tendon is zero. For bonded tendons in watertight sheets a limit of 0,1 mm may be permitted.

4 Here kc is a factor allowing for the increased protection by increased cover over the minimum permitted value of cnom by allowing an increased limiting value, calculated as cnom,actual/cnom,min ≤ 1,5

5 Where corrosion resistant reinforcement in accordance with EN xxxxx is used the limiting value for appearance may be used in all exposure classes (have to be further detailed, as secondary deterioration mechanisms might become relevant)

6 For loads that are of short duration but frequently repeated like wave-loads a monthly wave may be considered as a representative value.

The crack-width we can relate to is the crack on the surface, the stilistic cracks are not real cracks

36

Extra cover gives reduced 02 ingress, kc-factor

37

After Beeby; It should also be noted that, from the point of view of corrosion control, the permissible crack width of 0.3 mm specified in CP110 (or indeed any other width) cannot be justified in any logical way from test evidence: it is simply a guess.”

38

Short term test:- Often effect of cracks, the bigger the more corrosion

- Some studies show little correlation

Long term tests:- Often no relevant effect of cracks

The concept is easy to apply for all parties involved;

39

Exposure classesExposure resistance classes

Design working lifeMinimum concrete cover

Maximum allowable crack-width

The designer will in the execution specification specify;Strength class, Exposure resistance class, chloride class, Dupper/Dlower and nominal cover as well as the Execution Classe.g C30/37 – RXC30 – Cl 0,20 – Dupper 32 – Dlower 16 – cnom 30 mm (20+10) – EXC3

The contractor will in the concrete specification specify;Strength class, Exposure resistance class, chloride class, consistence class, segregation resistance class etc.e.g C30/37 – RXC30 – Cl 0,20 – Dupper 32 – Dlower 16 – S4 – SR1 etc.

The concrete producer produce and deliver a conforming concreteC30/37 – RXC30 – Cl 0,20 – Dupper 32 – Dlower 16 – S4 – SR1

40

Comparing design of concrete structures for strength vs durability

Parameters of concern

Design of concrete structure for strength

Design of concrete structure for durability

Basis of design EN 1990 EN1990

Limit State (LS) ULS Limit; excessive strain/stress/rupture

Irreversible SLS Limit; depassivation/start corrosion (alternative LS is not defined)

Actions/environment fundamental

EN 1991-actions; Wind, snow, variable imposed loads, permanent loads etc.

Environmental conditions; CO2, humidity, salinity, freeze/thaw and chemical aggressiveness etc.

Characteristic-/representative value

50-years return period Quasi-permanent (sustained quantitative value but not really defined and )

Actions/exposure on structure/structural members

Structural analysis to derive design action effects (Nxx, Nyy, Nxy, Mxx, Myy, Mxy, Vxz, Vyz) or (N,M,T,V)

• Exposure Classes and in special cases

• “not classified exposure” where that is relevant

Design working life Relevant for fatigue, not for structural strength which is time independent

Relevant for required resistance, as performance is time dependent

Resistance of concrete material

• Strength class (C or LC) • Exposure resistance class (RC, RSD, RF)

Resistance of structure parameters

• Strength class, concrete • Dimensions of members • Area of

reinforcement/prestress

• Exposure resistance class concrete

• Cover to reinforcement • Crack-width limitation

Failure criterion Collapse/ large unacceptable deformations

Major repair necessary

Comparing design of concrete structures for

strength vs durability

Parameters of concern

Design of concrete structure for strength

Design of concrete structure for durability

Basis of design

EN 1990

EN1990

Limit State (LS)

ULS

Limit; excessive strain/stress/rupture

Irreversible SLS

Limit; depassivation/start corrosion

(alternative LS is not defined)

Actions/environment

fundamental

EN 1991-actions;

Wind, snow, variable imposed loads, permanent loads etc.

Environmental conditions;

CO2, humidity, salinity, freeze/thaw and chemical aggressiveness etc.

Characteristic-/representative value

50-years return period

Quasi-permanent (sustained quantitative value but not really defined and )

Actions/exposure on structure/structural members

Structural analysis to derive design action effects (Nxx, Nyy, Nxy, Mxx, Myy, Mxy, Vxz, Vyz) or (N,M,T,V)

· Exposure Classes

and in special cases

· “not classified exposure”

where that is relevant

Design working life

Relevant for fatigue, not for structural strength which is time independent

Relevant for required resistance, as performance is time dependent

Resistance of concrete material

· Strength class (C or LC)

· Exposure resistance class (RC, RSD, RF)

Resistance of structure

parameters

· Strength class, concrete

· Dimensions of members

· Area of reinforcement/prestress

· Exposure resistance class concrete

· Cover to reinforcement

· Crack-width limitation

Failure criterion

Collapse/ large unacceptable deformations

Major repair necessary

Lysbildenummer 1Lysbildenummer 2Utvikling av betongmateriale;�Primær drivkraft er bærekraft og CO2- fotavtrykkUtvikling av materialene vil normalt føre til endring i ydelse, krav må kunne reflektere detteLysbildenummer 5Lysbildenummer 6Lysbildenummer 7Lysbildenummer 8Lysbildenummer 9Lysbildenummer 10Lysbildenummer 11Lysbildenummer 12Eurocode 2 Section 4 NDPsExposure resistance classes system and definitionsPresent status, �- large variation in reliability of predicted durability left fig. �- intended aim is consistent durability right fig.Quoting fib State of the Art report on chloride ingressLysbildenummer 174.2 Exposure resistance classes, continuedLysbildenummer 19 Lysbildenummer 21��PROPOSAL EN 206 Annex F�Table F.1 Exposure resistance classes; deemed to satisfy values for various binder compositions (example, preliminary values)� �Alternative more refined approach distinguishing between various binders in Annex F of EN206Exposure classes rate of carbonation and risk of corrosion Lysbildenummer 25EN 1992�Table 4.1: Exposure classes related to environ-mental conditions��Proposed changes;�- X0 only for concrete without reinforcement�- XC1 deleted permanently wet�-XC2 added permanently wet(4) Adequate durability against freeze thaw action may be assumed by selection of the appropriate RXF-class, for the various exposure classes according to Table 4.3. ��Table 4.3: Deterioration of concrete, permitted exposure resistance classes for exposure classes XF in table 4.1 PROPOSAL in EN 1992-1-1�Table 4.4: Minimum concrete cover cmin,dur dependant on design working life, exposure class and exposure resistance class �DtS values compared to minimum coverCarbonation rate is affected by state of tensile stressEffect of cracking on carbonation, relevant on tension side of beams? Proposed table 7.1N remaining NDPLysbildenummer 34Lysbildenummer 35The crack-width we can relate to is the crack on the surface, the stilistic cracks are not real cracksLysbildenummer 37Lysbildenummer 38The concept is easy to apply �for all parties involved;

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