EN 12602:2008

SLOVENSKI STANDARD
01-september-2008
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Prefabricated reinforced components of autoclaved aerated concrete
Vorgefertigte bewehrte Bauteile aus dampfgehärtetem Porenbeton
Eléments préfabriqués armés en béton cellulaire autoclavé
Ta slovenski standard je istoveten z: EN 12602:2008
ICS:
91.100.30 Beton in betonski izdelki Concrete and concrete
products
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD
EN 12602
NORME EUROPÉENNE
EUROPÄISCHE NORM
April 2008
ICS 91.100.30
English Version
Prefabricated reinforced components of autoclaved aerated
concrete
Eléments préfabriqués armés en béton cellulaire autoclavé Vorgefertigte bewehrte Bauteile aus dampfgehärtetem
Porenbeton
This European Standard was approved by CEN on 21 March 2008.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the CEN Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the CEN Management Centre has the same status as the
official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2008 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 12602:2008: E
worldwide for CEN national Members.

Contents Page
Foreword.9
1 Scope .11
2 Normative references .11
3 Terms, definitions, symbols and abbreviations .13
3.1 Terms and definitions .13
3.2 Symbols .14
3.2.1 General symbols.14
3.2.2 Subscripts .14
3.2.3 Symbols used in this European Standard (including normative annexes, except Annex C).15
3.3 Abbreviations.20
4 Properties and requirements of materials .21
4.1 Constituent materials of autoclaved aerated concrete.21
4.1.1 General.21
4.1.2 Release of dangerous substances.21
4.2 Autoclaved aerated concrete parameters .22
4.2.1 General.22
4.2.2 Dry density .22
4.2.3 Characteristic strength values .23
4.2.4 Compressive strength.23
4.2.5 Tensile strength and flexural strength .24
4.2.6 Stress-strain diagram.24
4.2.7 Modulus of elasticity .24
4.2.8 Poisson's ratio .25
4.2.9 Coefficient of thermal expansion.25
4.2.10 Drying shrinkage.25
4.2.11 Creep.25
4.2.12 Specific heat.26
4.2.13 Thermal conductivity.26
4.2.14 Water vapour permeability.28
4.2.15 Water tightness.28
4.3 Reinforcement.28
4.3.1 Steel .28
4.3.2 Structural reinforcement.28
4.3.3 Effective diameter of coated bars .29
4.3.4 Non-structural reinforcement.29
4.4 Bond.30
4.5 Thermal prestress.30
4.5.1 General.30
4.5.2 Declared mean initial prestrain εεεε .31
0m,g
5 Properties and requirements of components.31
5.1 General.31
5.1.1 Mechanical resistance.31
5.1.2 Acoustic properties .31
5.1.3 Reaction to fire and resistance to fire .32
5.1.4 Design thermal resistance and design thermal conductivity .32
5.2 Technical requirements and declared properties .32
5.2.1 Dimensions and tolerances .32
5.2.2 Mass of the components.33
5.2.3 Dimensional stability.33
5.2.4 Load-bearing capacity.34
5.2.5 Deflections.34
5.2.6 Joint strength.35
5.2.7 Minimum requirements .35
5.3 Durability .37
5.3.1 General.37
5.3.2 Environmental conditions.37
5.3.3 Corrosion protection of reinforcement .38
5.3.4 Freeze and thaw resistance.39
6 Evaluation of conformity.39
6.1 Introduction.39
6.2 Initial type-testing of the component.39
6.3 Factory production control.40
6.3.1 General.40
6.3.2 Process control.40
6.3.3 Finished products.41
6.4 Initial inspection of the factory and the factory production control .41
6.4.1 Information to be supplied.41
6.4.2 Inspection.41
6.4.3 Reports .41
6.5 Surveillance, assessment and acceptance of the factory production control .42
6.5.1 Inspection tasks.42
6.5.2 Frequency of inspections .42
6.5.3 Reports .42
6.6 Actions to be taken in the event of non-conformity .42
7 Basis for design.48
7.1 Design methods.48
7.2 Limit states.48
7.3 Actions.48
8 Marking, labelling and designation.49
8.1 Standard designation.49
8.2 Production detail information .49
8.3 Additional information on accompanying documents .49
Annex A (normative) Design by calculation .51
A.1 General.51
A.2 Ultimate limit states (ULS) General design assumptions.51
A.3 Ultimate limit states (ULS): design for bending and combined bending and axial compression.53
A.3.1 Design assumptions.53
A.3.2 Stress-strain diagram for AAC .53
A.3.3 Stress-strain diagram for reinforcing steel.54
A.3.4 Minimum reinforcement.56
A.4 Shear.57
A.4.1 Shear design for components predominantly under transverse load .57
A.5 Ultimate limit states induced by structural deformation (buckling).62
A.5.1 General.62
A.5.2 Method based on Euler formula.62
A.5.3 Modified model column method .63
A.6 Punching .69
A.6.1 General.69
A.6.2 Scope and definitions .69
A.6.3 Design method for punching shear .71
A.7 Primary torsion/combined primary torsion and shear .72
A.8 Concentrated forces.74
A.9 Serviceability limit states (SLS) .75
A.9.1 General.75
A.9.2 Limitation of stresses under serviceability conditions .75
A.9.3 Serviceability limit states of cracking .76
A.9.4 Serviceability limit states of deformation .76
A.10 Detailing of reinforcement .79
A.10.1 General.79
A.10.2 Bond.79
A.10.3 Anchorage .80
A.11 Support length .82
Annex B (normative) Design by testing.84
B.1 General.84
B.2 Safety evaluation .85
B.2.1 General.85
B.2.2 Brittle and ductile failure.85
B.3 Ultimate limit state.85
B.3.1 General.85
B.3.2 Transversely loaded components.85
B.3.3 Longitudinally loaded components .87
B.3.4 Simultaneously transversely and longitudinally loaded wall components.90
B.3.5 Anchorage .91
B.4 Serviceability limit states.93
B.4.1 Crack width control .93
B.4.2 Deformations.93
Annex C (normative) Resistance to fire design of AAC components and structures.94
C.1 General.94
C.1.1 Scope .94
C.1.2 Distinction between principles and application rules.94
C.1.3 Terms and definitions .94
C.1.4 Symbols .96
C.1.5 Units .97
C.2 Basic principles .97
C.2.1 Performance requirements .97
C.2.2 Design values of material properties.98
C.2.3 Assessment methods.98
C.3 Material properties.99
C.3.1 General.99
C.3.2 AAC .99
C.3.3 Steel .101
C.4 Structural fire design methods.102
C.4.1 General.102
C.4.2 Tabulated data.102
C.4.3 Simplified design methods .106
C.4.4 Anchorage .110
C.5 Protective layers .110
Annex CA (normative) Modulus of elasticity and maximum strain of AAC and reinforcing steel at
elevated temperature.111
Annex CB (informative) Joints between AAC components satisfying resistance to fire E.114
CB.1 Floor and roof components with dry joints .114
CB.2 Floor and roof components with mortar joints.114
CB.3 Vertical and horizontal wall components with dry joints .115
CB.4 Vertical and horizontal wall components with mortar joints .115
Annex CC (normative) Temperature profiles of AAC wall, floor and roof components and AAC beams .117
CC.1 Basis of temperature profiles .117
CC.2 Temperature profiles for AAC wall, floor and roof components .117
CC.3 Temperature profiles for AAC beams.119
CC.4 Calculation assumptions .127
Annex CD (normative)  Resistance to fire tabulated data for walls with mechanical impact.128
Annex D (informative) Recommended values for partial safety factors.130
D.1 General.130
D.2 Ultimate Limit States (ULS).130
D.3 Serviceability Limit States (SLS).131
Annex E (informative) Recommendations for the consideration of prestress in the design of
prefabricated reinforced AAC components.132
E.1 Calculation of prestrain from test results .132
E.1.1 General.132
E.1.2 Symbols.133
E.1.3 Cross-section values of AAC components.133
E.1.4 Calculation of prestrain εεεε from steel measurement.133
E.2 Cross-sectional analysis of a AAC component in SLS if prestress is taken into account.134
E.3 Splitting forces due to prestress .134
E.4 Methods to prevent end cracks due to prestress .135
Annex F (informative) Statistical methods for quality control.136
F.1 Quality control .136
Annex ZA (informative) Provisions for the CE marking of prefabricated reinforced components of
autoclaved aerated concrete under the EC Construction Product Directive.138
ZA.1 Clauses of this European Standard addressing the provisions of EC Construction Products
Directive.138
ZA.2 Procedures for the attestation of conformity of products .146
ZA.2.1 Systems of attestation of conformity .146
ZA.2.2 EC Certificate and Declaration of conformity.148
ZA.3 CE marking and labelling.149
ZA.3.1 General.149
ZA.3.2 Declaration of geometrical data and material properties .150
ZA.3.3 Declaration of product properties.153
ZA.3.4 Declaration of compliance with given design specification .155
ZA.3.5 Declaration of compliance with a given design specification .156
ZA.3.6 Simplified CE-marking label with reference to a manufacturer’s catalogue.159
ZA.3.7 Additional information .160
Bibliography.161

Figures
Figure 1 — Determination of dry thermal conductivity λλλλ .27
10dry
Figure A.1 — Determination of effective span l .52
eff
Figure A.2 — Bi-linear stress-strain diagram for AAC in compression for cross-sectional design.54
Figure A.3 — Design stress-strain diagram for reinforcing steel.55
Figure A.4 — Strain diagrams in the ultimate limit state.56
Figure A.5 — Notation for components subjected to shear.59
Figure A.6 —Structural model and possible load cases for the modified model column method .64
Figure A.7 — Relation between curvature and strain Two curvatures (great curvature and small
curvature) are presented.67
Figure A.8 — Application of punching provisions in non-standard cases .70
Figure A.9 — Critical perimeter around loaded areas located away from an unsupported edge.70
Figure A.10 — Critical perimeter near an opening.71
Figure A.11 — Critical sections near unsupported edges .71
Figure A.12 — Idealised box section .73
Figure A.13 — Definition of the areas to be introduced in Equation (A.39) .74
Figure A.14 — Moment curvature relationship.79
Figure A.15 — Effective length of transverse anchorage bars .82
Figure A.16 — Envelope line for determining the tensile force in the longitudinal reinforcement.82
Figure A.17 — Support length a .83
o
Figure B.1 — Definition of shear span l .86
s
Figure B.2 — Typical reinforcement layouts in AAC-components.86
Figure B.3 — Diagram for determination of the column factor k.89
Figure B.4 — N/M - interaction diagram of the cross-section representing the results of three test
series .91
Figure B.5 — Envelope line for determining the section of the actual bending moment, M .93
da
Figure C.1 – Coefficient k (θθθθ) allowing for decrease of compressive strength, f , of AAC at elevated
c ck
temperature .100
Figure C.2 – Coefficient k (θθθθ) allowing for decrease of characteristic strength f of tension and
s yk
compression reinforcement .101
Figure C.3 – Sections of AAC components showing nominal axis distance a and nominal concrete
cover c of reinforcement.103
Figure C.4– Reduction of strength and cross-section for sections exposed to fire .108
Figure C.5 – Division of a wall, with both sides exposed to fire, into zones for use in calculation of
strength reduction and a values .108
z
Figure CA.1 — Stress-strain relationship of AAC under compression at elevated temperature.111
Fisgure CA.2 — Stress-strain relationship of reinforcing steel at elevated temperature .113
Figure CB.1 — Example of a dry joint in structures made of floor or roof components with cover (e.g.
topping) preventing movement of air through the joint .114
Figure CB.2 — Examples of mortar joints in structures made of floor or roof components.114
Figure CB.3 — Example of dry joints with two sealing strips in structures made of horizontal wall
components.115
Figure CB.4 — Examples of thin layer mortar joints in structures made of vertical or horizontal wall
components.116
Figure CC.1 – Temperature profiles for AAC wall, floor and roof components with a dry density of
300 kg/m .117
Figure CC.2 – Temperature profiles for AAC wall, floor and roof components with a dry density of
400 kg/m .118
Figure CC.3 – Temperature profiles for AAC wall, floor and roof components with a dry density of
500 kg/m .118
Figure CC.4 – Temperature profiles for AAC wall, floor and roof components with a dry density of
600 kg/m .119
Figure CC.5 — Temperature profiles of the non exposed face of component for the determination of
the criteria of the classification to fire, for a dry density of 300 and 600 kg/m .120
Figure CC.6 – Temperature profiles in °C for AAC-beams (b x h = 150 mm x 200 mm) with a dry
density of 300 kg/m , exposed on three sides to standard fire.120
Figure CC.7 – Temperature profiles in °C for AAC-beams (b x h = 150 mm x 200 mm) with a dry
density of 400 kg/m , exposed on three sides to standard fire.121
Figure CC.8 – Temperature profiles in °C for AAC-beams (b x h = 150 mm x 200 mm) with a dry
density of 500 kg/m , exposed on three sides to standard fire.122
Figure CC.9 – Temperature profiles in °C for AAC-beams (b x h = 150 mm x 200 mm) with a dry
density of 600 kg/m , exposed on three sides to standard fire.122
Figure CC.10 – Temperature profiles in °C for AAC-beams (b x h = 300 mm x 400 mm) with a dry
density of 300 kg/m , exposed on three sides to standard fire.123
Figure CC.11 – Temperature profiles in °C for AAC-beams (b x h = 300 mm x 400 mm) with a dry
density of 400 kg/m , exposed on three sides to standard fire .124
Figure CC.12 – Temperature profiles in °C for AAC-beams (b x h = 300 mm x 400 mm) with a dry
density of 500 kg/m , exposed on three sides to standard fire .125
Figure CC.13 – Temperature profiles in °C for AAC-beams (b x h = 300 mm x 400 mm) with a dry
density of 600 kg/m , exposed on three sides to standard fire .126
Figure E.1 — Analysis of prestress by means of an assumed external force .132
Figure ZA.1 – Example of CE marking with Method 1 .152
Figure ZA.2 – Example of CE marking with Method 2 .154
Figure ZA.3a – Example of CE marking with Method 3a .156
Figure ZA.3b – Example of CE marking with Method 3b .158
Figure ZA.4 — Example of simplified label.159

Tables
Table 1 — Density classes.22
Table 2 — Compressive strength classes for AAC.24
Table 3 — Creep classes.26
Table 4 — Dry thermal conductivity λλλλ of AAC for 50 % and 90 % of production with a confidence
10dry
level of γγγγ = 90 %.28
Table 5 — Welding strength classes and welding strength factors k .29
W
Table 6 — Bond classes.30
Table 7 — Prestress classes .30
Table 8 — Dimensional tolerances of components .33
Table 9 — Final shrinkage strains εε for AAC components.34
εε ∞∞
0∞∞
Table 10 — Thickness classes of structural components .35
Table 11 — Exposure classes and protective measures related to environmental conditions .38
Table 12 — Initial type-testing of the AAC components.43
Table 13 — Testing of the finished product; AAC components for structural uses .45
Table 14 — Testing of the finished product; AAC components for non-structural uses .47
Table A.1 — Bond Classes .81
Table B.1 — Design loadbearing capacity R of components.92
cd
Table C.1 — Thermal conductivity of AAC λλλλ(θθθθ) at elevated temperature .100
Table
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