Eurocode 2: Betonkonstruktioner – Del 1-1: Generelle … · Eurocode 2: Design of concrete...
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Dansk standard DS/EN 1992-1-1 + AC 3. udgave 2008-10-28 Eurocode 2: Betonkonstruktioner – Del 1-1: Generelle regler samt regler for bygningskonstruktioner Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings
Transcript of Eurocode 2: Betonkonstruktioner – Del 1-1: Generelle … · Eurocode 2: Design of concrete...
Dansk standard DS/EN 1992-1-1 + AC
3. udgave
2008-10-28
Eurocode 2: Betonkonstruktioner – Del 1-1: Generelle regler samt regler for bygningskonstruktioner
Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings
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DS/EN 1992-1-1 + AC KøbenhavnDS projekt: M235282ICS: 91.070.20; 91.080.40
Første del af denne publikations betegnelse er: DS/EN, hvilket betyder, at det er en europæisk standard, der har status som dansk standard.
Denne publikations overensstemmelse er: IDT med: EN 1992-1-1:2004.
DS-publikationen er på dansk og engelsk.
Denne publikation erstatter: DS/EN 1992-1-1:2005 og DS/EN 1992-1-1/AC:2008.
Dette er en nybearbejdet oversættelse af tidligere udgave.
Der er tilføjet danske fodnoter markeret med DK og nummeret. Fodnoterne er vejledende og udgør ikke en del af standarden.
The corrigendum has not been incorporated into the English version but can be found at the end of the document.
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EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM
EN 1992-1-1
December 2004
ICS 91.010.30; 91.080.40 Supersedes ENV 1992-1-1:1991, ENV 1992-1-3:1994,ENV 1992-1-4:1994, ENV 1992-1-5:1994, ENV 1992-1-
6:1994, ENV 1992-3:1998
English version
Eurocode 2: Design of concrete structures - Part 1-1: Generalrules and rules for buildings
Eurocode 2: Calcul des structures en béton - Partie 1-1 :Règles générales et règles pour les bâtiments
Eurocode 2: Bemessung und konstruktion von Stahlbeton-und Spannbetontragwerken - Teil 1-1: AllgemeineBemessungsregeln und Regeln für den Hochbau
This European Standard was approved by CEN on 16 April 2004.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATIONC O M I T É E U R O P É E N D E N O R M A LI S A T I O NEUR OP ÄIS C HES KOM ITEE FÜR NOR M UNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2004 CEN All rights of exploitation in any form and by any means reservedworldwide for CEN national Members.
Ref. No. EN 1992-1-1:2004: E
EN 1992-1-1:2004 (E)
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Contents List
1. General 1.1 Scope 1.1.1 Scope of Eurocode 2 1.1.2 Scope of Part 1-1 of Eurocode 2 1.2 Normative references
1.2.1 General reference standards 1.2.2 Other reference standards 1.3 Assumptions 1.4 Distinction between principles and application rules 1.5 Definitions 1.5.1 General 1.5.2 Additional terms and definitions used in this Standard 1.5.2.1 Precast structures 1.5.2.2 Plain or lightly reinforced concrete members 1.5.2.3 Unbonded and external tendons 1.5.2.4 Prestress 1.6 Symbols 2. Basis of design 2.1 Requirements 2.1.1 Basic requirements
2.1.2 Reliability management 2.1.3 Design working life, durability and quality management
2.2 Principles of limit state design 2.3 Basic variables
2.3.1 Actions and environment influences 2.3.1.1 General 2.3.1.2 Thermal effects 2.3.1.3 Differential settlements/movements 2.3.1.4 Prestress 2.3.2 Material and product properties 2.3.2.1 General 2.3.2.2 Shrinkage and creep 2.3.3 Deformations of concrete 2.3.4 Geometric data 2.3.4.1 General 2.3.4.2 Supplementary requirements for cast in place piles
2.4 Verification by the partial factor method 2.4.1 General 2.4.2 Design values 2.4.2.1 Partial factor for shrinkage action 2.4.2.2 Partial factors for prestress 2.4.2.3 Partial factor for fatigue loads 2.4.2.4 Partial factors for materials 2.4.2.5 Partial factors for materials for foundations 2.4.3 Combinations of actions 2.4.4 Verification of static equilibrium - EQU 2.5 Design assisted by testing 2.6 Supplementary requirements for foundations 2.7 Requirements for fastenings
Indholdsfortegnelse
Kapitel 1 Generelt............................................................................................................................................................. 141.1 Emne....................................................................................................................................................................... 14
1.1.1 Emne for Eurocode 2............................................................................................................................... 141.1.2 Emne for del 1-1 af Eurocode 2.............................................................................................................. 14
1.2 Normative referencer ........................................................................................................................................... 151.2.1 Generelle referencestandarder.............................................................................................................. 151.2.2 Andre referencestandarder.................................................................................................................... 15
1.3 Forudsætninger..................................................................................................................................................... 151.4 Forskellen mellem principper og anvendelsesregler ...................................................................................... 161.5 Definitioner............................................................................................................................................................. 16
1.5.1 Generelt..................................................................................................................................................... 161.5.2 Yderligere begreber og definitioner anvendt i denne standard ....................................................... 16
1.5.2.1 Præfabrikerede konstruktioner ............................................................................................ 161.5.2.2 Uarmerede eller let armerede konstruktionsdele ............................................................. 161.5.2.3 Uinjiceret og ydre spændarmering..................................................................................... 161.5.2.4 Forspænding .......................................................................................................................... 16
1.6 Symboler................................................................................................................................................................ 16
Kapitel 2 Dimensioneringsgrundlag............................................................................................................................. 202.1 Krav ......................................................................................................................................................................... 20
2.1.1 Grundlæggende krav.............................................................................................................................. 202.1.2 Pålidelighedsstyring................................................................................................................................ 202.1.3 Forventet levetid, holdbarhed og kvalitetsstyring .............................................................................. 20
2.2 Principper for grænsetilstandsdimensionering................................................................................................ 202.3 Grundlæggende variabler ................................................................................................................................... 20
2.3.1 Laster og miljøpåvirkninger ................................................................................................................... 202.3.1.1 Generelt................................................................................................................................... 202.3.1.2 Termiske påvirkninger........................................................................................................... 212.3.1.3 Differenssætning/differensbevægelse................................................................................ 212.3.1.4 Forspænding .......................................................................................................................... 22
2.3.2 Materiale- og produktegenskaber......................................................................................................... 222.3.2.1 Generelt................................................................................................................................... 222.3.2.2 Svind og krybning.................................................................................................................. 22
2.3.3 Betons deformation ................................................................................................................................ 222.3.4 Geometriske parametre.......................................................................................................................... 23
2.3.4.1 Generelt................................................................................................................................... 232.3.4.2 Supplerende krav til in situ-støbte pæle ............................................................................. 23
2.4 Eftervisning med partialkoefficientmetoden..................................................................................................... 232.4.1 Generelt..................................................................................................................................................... 232.4.2 Regningsmæssige værdier.................................................................................................................... 23
2.4.2.1 Partialkoefficient for last forårsaget af svind...................................................................... 232.4.2.2 Partialkoefficienter for forspænding ................................................................................... 232.4.2.3 Partialkoefficient for udmattelseslast.................................................................................. 242.4.2.4 Partialkoefficienter for materialer ........................................................................................ 242.4.2.5 Partialkoefficienter for materialer til fundamenter............................................................ 24
2.4.3 Lastkombinationer .................................................................................................................................. 252.4.4 Eftervisning af statisk ligevægt – EQU.................................................................................................. 25
2.5 Dimensionering understøttet af prøvning......................................................................................................... 252.6 Yderligere krav til fundamenter .......................................................................................................................... 252.7 Krav til forbindelsesmidler................................................................................................................................... 26
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3. Materials 3.1 Concrete 3.1.1 General 3.1.2 Strength 3.1.3 Elastic deformation 3.1.4 Creep and shrinkage 3.1.5 Stress-strain relation for non-linear structural analysis 3.1.6 Design compressive and tensile strengths 3.1.7 Stress-strain relations for the design of sections
3.1.8 Flexural tensile strength 3.1.9 Confined concrete
3.2 Reinforcing steel 3.2.1 General 3.2.2 Properties
3.2.3 Strength 3.2.4 Ductility characteristics
3.2.5 Welding 3.2.6 Fatigue 3.2.7 Design assumptions 3.3 Prestressing steel 3.3.1 General 3.3.2 Properties 3.3.3 Strength 3.3.4 Ductility characteristics 3.3.5 Fatigue 3.3.6 Design assumptions 3.3.7 Prestressing tendons in sheaths 3.4 Prestressing devices 3.4.1 Anchorages and couplers 3.4.1.1 General 3.4.1.2 Mechanical properties 3.4.1.2.1 Anchored tendons 3.4.1.2.2 Anchored devices and anchorage zones 3.4.2 External non-bonded tendons 3.4.2.1 General 3.4.2.2 Anchorages 4. Durability and cover to reinforcement 4.1 General 4.2 Environmental conditions 4.3 Requirements for durability 4.4 Methods of verifications 4.4.1 Concrete cover 4.4.1.1 General 4.4.1.2 Minimum cover, cmin
4.4.1.3 Allowance in design for tolerance 5. Structural analysis 5.1 General 5.1.1 General requirements 5.1.2 Special requirements for foundations 5.1.3 Load cases and combinations 5.1.4 Second order effects
Kapitel 3 Materialer.......................................................................................................................................................... 273.1 Beton....................................................................................................................................................................... 27
3.1.1 Generelt..................................................................................................................................................... 273.1.2 Styrke......................................................................................................................................................... 273.1.3 Elastisk deformation................................................................................................................................ 283.1.4 Krybning og svind ................................................................................................................................... 303.1.5 Arbejdslinje for ikke-lineær analyse af konstruktioner....................................................................... 333.1.6 Regningsmæssig trykstyrke og trækstyrke ......................................................................................... 343.1.7 Arbejdslinjer for dimensionering af tværsnit ...................................................................................... 343.1.8 Bøjningstrækstyrke ................................................................................................................................. 363.1.9 Indesluttet beton...................................................................................................................................... 36
3.2 Armeringsstål ........................................................................................................................................................ 373.2.1 Generelt..................................................................................................................................................... 373.2.2 Egenskaber............................................................................................................................................... 373.2.3 Styrke......................................................................................................................................................... 383.2.4 Sejhedsegenskaber................................................................................................................................. 383.2.5 Svejsning .................................................................................................................................................. 393.2.6 Udmattelse ............................................................................................................................................... 403.2.7 Beregningsforudsætninger.................................................................................................................... 40
3.3 Spændarmering.................................................................................................................................................... 413.3.1 Generelt..................................................................................................................................................... 413.3.2 Egenskaber............................................................................................................................................... 423.3.3 Styrke......................................................................................................................................................... 433.3.4 Sejhedsegenskaber................................................................................................................................. 433.3.5 Udmattelse ............................................................................................................................................... 443.3.6 Beregningsforudsætninger.................................................................................................................... 443.3.7 Spændarmering i kabelrør..................................................................................................................... 45
3.4 Forspændingsanordninger.................................................................................................................................. 453.4.1 Forankring og sammenkobling ............................................................................................................. 45
3.4.1.1 Generelt................................................................................................................................... 453.4.1.2 Mekaniske egenskaber.......................................................................................................... 45
3.4.1.2.1 Forankret spændarmering .............................................................................. 453.4.1.2.2 Forankringsanordninger og forankringszoner............................................. 46
3.4.2 Ydre uinjiceret spændarmering ............................................................................................................ 463.4.2.1 Generelt................................................................................................................................... 463.4.2.2 Forankringer ........................................................................................................................... 46
Kapitel 4 Holdbarhed og dæklag over armering........................................................................................................ 474.1 Generelt .................................................................................................................................................................. 474.2 Miljøforhold ........................................................................................................................................................... 474.3 Krav til holdbarhed................................................................................................................................................ 494.4 Metoder til eftervisning ........................................................................................................................................ 49
4.4.1 Betondæklag ............................................................................................................................................ 494.4.1.1 Generelt................................................................................................................................... 494.4.1.2 Minimumdæklag, cmin........................................................................................................... 494.4.1.3 Tillæg ved dimensionering for tolerancer .......................................................................... 52
Kapitel 5 Konstruktionsanalyse..................................................................................................................................... 535.1 Generelt .................................................................................................................................................................. 53
5.1.1 Generelle krav .......................................................................................................................................... 535.1.2 Særlige krav til fundamenter ................................................................................................................. 535.1.3 Lasttilfælde og lastkombinationer ........................................................................................................ 545.1.4 2.-ordens-effekter..................................................................................................................................... 54
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5.2 Geometric imperfections 5.3 Idealisation of the structure 5.3.1 Structural models for overall analysis 5.3.2 Geometric data 5.3.2.1 Effective width of flanges (all limit states) 5.3.2.2 Effective span of beams and slabs in buildings 5.4 Linear elastic analysis 5.5 Linear analysis with limited redistribution 5.6 Plastic analysis 5.6.1 General 5.6.2 Plastic analysis for beams, frames and slabs 5.6.3 Rotation capacity 5.6.4 Analysis with struts and tie models 5.7 Non-linear analysis 5.8 Analysis of second order effects with axial load 5.8.1 Definitions 5.8.2 General 5.8.3 Simplified criteria for second order effects 5.8.3.1 Slenderness Criterion for isolated members 5.8.3.2 Slenderness and effective length of isolated members 5.8.3.3 Global second order effects in buildings 5.8.4 Creep 5.8.5 Methods of analysis 5.8.6 General method 5.8.7 Method based on nominal stiffness 5.8.7.1 General 5.8.7.2 Nominal stiffness 5.8.7.3 Moment magnification factor 5.8.8 Method based on nominal curvature 5.8.8.1 General 5.8.8.2 Bending moments 5.8.8.3 Curvature 5.8.9 Biaxial bending 5.9 Lateral instability of slender beams 5.10 Prestressed members and structures 5.10.1 General 5.10.2 Prestressing force during tensioning 5.10.2.1 Maximum stressing force 5.10.2.2 Limitation of concrete stress 5.10.2.3 Measurements 5.10.3 Prestress force 5.10.4 Immediate losses of prestress for pre-tensioning 5.10.5 Immediate losses of prestress for post-tensioning 5.10.5.1 Losses due to the instantaneous deformation of concrete 5.10.5.2 Losses due to friction 5.10.5.3 Losses at anchorage 5.10.6 Time dependent losses of prestress for pre- and post-tensioning 5.10.7 Consideration of prestress in analysis
5.10.8 Effects of prestressing at ultimate limit state 5.10.9 Effects of prestressing at serviceability limit state and limit state of fatigue
5.11 Analysis for some particular structural members
5.2 Geometriske imperfektioner................................................................................................................................ 545.3 Idealisering af konstruktionen............................................................................................................................. 57
5.3.1 Beregningsmodeller for det bærende system .................................................................................... 575.3.2 Geometriske parametre.......................................................................................................................... 57
5.3.2.1 Effektiv flangebredde (alle grænsetilstande) ..................................................................... 575.3.2.2 Effektiv spændvidde af bjælker og plader i bygninger..................................................... 58
5.4 Lineær elastisk analyse ........................................................................................................................................ 605.5 Lineær elastisk analyse med begrænset omlejring ......................................................................................... 605.6 Plastisk analyse...................................................................................................................................................... 61
5.6.1 Generelt..................................................................................................................................................... 615.6.2 Plastisk analyse af bjælker, rammer og plader.................................................................................... 615.6.3 Rotationsbæreevne................................................................................................................................. 625.6.4 Analyse med gitteranalogier.................................................................................................................. 63
5.7 Ikke-lineær analyse ............................................................................................................................................... 635.8 Analyse af 2.-ordens-effekter med normalkraft ................................................................................................ 64
5.8.1 Definitioner............................................................................................................................................... 645.8.2 Generelt..................................................................................................................................................... 655.8.3 Forenklede kriterier for 2.-ordens-effekter ........................................................................................... 65
5.8.3.1 Slankhedskriterium for enkeltstående konstruktionsdele................................................ 655.8.3.2 Slankhed og fri søjlelængde af enkeltstående konstruktionsdele .................................. 665.8.3.3 Globale 2.-ordens-effekter i bygninger ............................................................................... 67
5.8.4 Krybning ................................................................................................................................................... 685.8.5 Beregningsmetoder ................................................................................................................................ 685.8.6 Generel metode....................................................................................................................................... 695.8.7 Metode baseret på nominel stivhed..................................................................................................... 69
5.8.7.1 Generelt................................................................................................................................... 695.8.7.2 Nominel stivhed..................................................................................................................... 705.8.7.3 Momentforstørrelsesfaktor .................................................................................................. 71
5.8.8 Metode baseret på nominel krumning................................................................................................. 725.8.8.1 Generelt................................................................................................................................... 725.8.8.2 Bøjningsmomenter................................................................................................................ 725.8.8.3 Krumning ................................................................................................................................ 73
5.8.9 Toakset bøjning........................................................................................................................................ 735.9 Kipningsinstabilitet af slanke bjælker................................................................................................................. 755.10 Forspændte konstruktionsdele og konstruktioner ........................................................................................... 75
5.10.1 Generelt..................................................................................................................................................... 755.10.2 Forspændingskraft under opspænding ............................................................................................... 76
5.10.2.1 Maksimal forspændingskraft ............................................................................................... 765.10.2.2 Begrænsning af betonspænding......................................................................................... 775.10.2.3 Målinger .................................................................................................................................. 77
5.10.3 Forspændingskraft .................................................................................................................................. 775.10.4 Umiddelbare forspændingstab ved førspænding.............................................................................. 785.10.5 Umiddelbare forspændingstab ved efterspænding........................................................................... 78
5.10.5.1 Tab som følge af øjeblikkelig deformation af beton.......................................................... 785.10.5.2 Friktionstab ............................................................................................................................. 795.10.5.3 Tab ved forankringer.............................................................................................................. 79
5.10.6 Tidsafhængige tab af forspænding for før- og efterspænding ......................................................... 805.10.7 Hensyntagen til forspænding i beregninger........................................................................................ 815.10.8 Virkninger af forspænding i brudgrænsetilstande ............................................................................. 815.10.9 Virkninger af forspænding i anvendelsesgrænsetilstande og udmattelsesgrænsetilstande ...... 81
5.11 Beregning for bestemte bærende konstruktionsdele...................................................................................... 82
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6. Ultimate limit states (ULS) 6.1 Bending with or without axial force 6.2 Shear 6.2.1 General verification procedure 6.2.2 Members not requiring design shear reinforcement 6.2.3 Members requiring design shear reinforcement 6.2.4 Shear between web and flanges of T-sections 6.2.5 Shear at the interface between concretes cast at different times 6.3 Torsion
6.3.1 General 6.3.2 Design procedure 6.3.3 Warping torsion
6.4 Punching 6.4.1 General 6.4.2 Load distribution and basic control perimeter 6.4.3 Punching shear calculation 6.4.4 Punching shear resistance of slabs and column bases without shear reinforcement6.4.5 Punching shear resistance of slabs and column bases with shear reinforcement
6.5 Design with strut and tie models 6.5.1 General 6.5.2 Struts 6.5.3 Ties 6.5.4 Nodes
6.6 Anchorages and laps 6.7 Partially loaded areas 6.8 Fatigue
6.8.1 Verification conditions 6.8.2 Internal forces and stresses for fatigue verification
6.8.3 Combination of actions 6.8.4 Verification procedure for reinforcing and prestressing steel
6.8.5 Verification using damage equivalent stress range 6.8.6 Other verifications 6.8.7 Verification of concrete under compression or shear
7. Serviceability limit states (SLS) 7.1 General 7.2 Stress limitation 7.3 Crack control 7.3.1 General considerations 7.3.2 Minimum reinforcement areas 7.3.3 Control of cracking without direct calculation 7.3.4 Calculation of crack widths 7.4 Deflection control
7.4.1 General considerations 7.4.2 Cases where calculations may be omitted 7.4.3 Checking deflections by calculation
8 Detailing of reinforcement and prestressing tendons - General 8.1 General 8.2 Spacing of bars 8.3 Permissible mandrel diameters for bent bars 8.4 Anchorage of longitudinal reinforcement 8.4.1 General
Kapitel 6 Brudgrænsetilstande (ULS) .......................................................................................................................... 836.1 Bøjning med eller uden normalkraft .................................................................................................................. 836.2 Forskydning ........................................................................................................................................................... 84
6.2.1 Generel procedure for eftervisning....................................................................................................... 846.2.2 Konstruktionsdele, der ikke regningsmæssigt kræver forskydningsarmering .............................. 856.2.3 Konstruktionsdele, der regningsmæssigt kræver forskydningsarmering...................................... 886.2.4 Forskydning mellem krop og flanger ................................................................................................... 916.2.5 Forskydning i støbeskel .......................................................................................................................... 92
6.3 Vridning .................................................................................................................................................................. 946.3.1 Generelt..................................................................................................................................................... 946.3.2 Fremgangsmåde ved dimensionering................................................................................................. 956.3.3 Bunden vridning...................................................................................................................................... 96
6.4 Gennemlokning..................................................................................................................................................... 976.4.1 Generelt..................................................................................................................................................... 976.4.2 Lastfordeling og primær kontrolperimeter.......................................................................................... 986.4.3 Beregning af gennemlokning ................................................................................................................ 1016.4.4 Gennemlokningsbæreevne af plader og søjlefundamenter uden forskydningsarmering .......... 1046.4.5 Gennemlokningsbæreevne af plader og søjlefundamenter med forskydningsarmering ........... 105
6.5 Dimensionering med gitteranalogier................................................................................................................. 1076.5.1 Generelt..................................................................................................................................................... 1076.5.2 Trykstænger.............................................................................................................................................. 1076.5.3 Trækstænger ............................................................................................................................................ 1076.5.4 Knudepunkter........................................................................................................................................... 108
6.6 Forankringer og stød ............................................................................................................................................ 1116.7 Koncentreret last ................................................................................................................................................... 1116.8 Udmattelse............................................................................................................................................................. 112
6.8.1 Eftervisningsbetingelser......................................................................................................................... 1126.8.2 Snitkræfter og spændinger til eftervisning af udmattelse................................................................. 1126.8.3 Lastkombinationer .................................................................................................................................. 1136.8.4 Metode til eftervisning af armeringsstål og forspændingsstål......................................................... 1136.8.5 Eftervisning ved hjælp af skadeækvivalent spændingsvidde........................................................... 1156.8.6 Andre eftervisninger ............................................................................................................................... 1166.8.7 Eftervisning af beton under tryk- eller forskydningspåvirkning ....................................................... 116
Kapitel 7 Anvendelsesgrænsetilstande (SLS) ............................................................................................................ 1187.1 Generelt .................................................................................................................................................................. 1187.2 Spændingsbegrænsning..................................................................................................................................... 1187.3 Revnekontrol.......................................................................................................................................................... 119
7.3.1 Generelle betragtninger ......................................................................................................................... 1197.3.2 Minimumarmering.................................................................................................................................. 1207.3.3 Kontrol af revnedannelse uden direkte beregning............................................................................. 1227.3.4 Beregning af revnevidder....................................................................................................................... 124
7.4 Nedbøjningskontrol.............................................................................................................................................. 1267.4.1 Generelle betragtninger ......................................................................................................................... 1267.4.2 Tilfælde, hvor beregninger kan udelades............................................................................................. 1277.4.3 Kontrol af nedbøjninger ved beregning............................................................................................... 129
Kapitel 8 Konstruktiv udformning af armering og forspændingsarmering – generelt ..................................... 1318.1 Generelt .................................................................................................................................................................. 1318.2 Armeringsafstand ................................................................................................................................................. 1318.3 Tilladte dorndiametre for opbøjede stænger.................................................................................................... 1318.4 Forankring af længdearmering........................................................................................................................... 132
8.4.1 Generelt..................................................................................................................................................... 132
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8.4.2 Ultimate bond stress 8.4.3 Basic anchorage length 8.4.4 Design anchorage length 8.5 Anchorage of links and shear reinforcement 8.6 Anchorage by welded bars 8.7 Laps and mechanical couplers 8.7.1 General
8.7.2 Laps 8.7.3 Lap length
8.7.4 Transverse reinforcement in the lap zone 8.7.4.1 Transverse reinforcement for bars in tension 8.7.4.2 Transverse reinforcement for bars permanently in compression 8.7.5 Laps for welded mesh fabrics made of ribbed wires 8.7.5.1 Laps of the main reinforcement 8.7.5.2 Laps of secondary or distribution reinforcement 8.8 Additional rules for large diameter bars 8.9 Bundled bars 8.9.1 General 8.9.2 Anchorage of bundles of bars 8.9.3 Lapping bundles of bars 8.10 Prestressing tendons
8.10.1 Arrangement of prestressing tendons and ducts 8.10.1.1 General 8.10.1.2 Pre-tensioned tendons
8.10.1.3 Post-tension ducts 8.10.2 Anchorage of pre-tensioned tendons 8.10.2.1 General 8.10.2.2 Transfer of prestress 8.10.2.3 Anchorage of tensile force for the ultimate limit state 8.10.3 Anchorage zones of post-tensioned members 8.10.4 Anchorages and couplers for prestressing tendons 8.10.5 Deviators 9. Detailing of members and particular rules 9.1 General 9.2 Beams 9.2.1 Longitudinal reinforcement 9.2.1.1 Minimum and maximum reinforcement areas
9.2.1.2 Other detailing arrangements 9.2.1.3 Curtailment of the longitudinal tension reinforcement 9.2.1.4 Anchorage of bottom reinforcement at an end support
9.2.1.5 Anchorage of bottom reinforcement at intermediate supports 9.2.2 Shear reinforcement 9.2.3 Torsion reinforcement 9.2.4 Surface reinforcement
9.2.5 Indirect supports 9.3 Solid slabs 9.3.1 Flexural reinforcement 9.3.1.1 General 9.3.1.2 Reinforcement in slabs near supports 9.3.1.3 Corner reinforcement 9.3.1.4 Reinforcement at the free edges
8.4.2 Forankringsstyrke.................................................................................................................................... 1338.4.3 Basisforankringslængde......................................................................................................................... 1348.4.4 Regningsmæssig forankringslængde.................................................................................................. 135
8.5 Forankring af bøjler og forskydningsarmering................................................................................................. 1378.6 Forankring med svejste stænger ........................................................................................................................ 1378.7 Stød og mekaniske koblinger.............................................................................................................................. 138
8.7.1 Generelt..................................................................................................................................................... 1388.7.2 Stød ........................................................................................................................................................... 1388.7.3 Stødlængde.............................................................................................................................................. 1398.7.4 Tværarmering i stødzonen..................................................................................................................... 140
8.7.4.1 Tværarmering for trækpåvirkede stænger......................................................................... 1408.7.4.2 Tværarmering for permanent trykpåvirkede stænger ..................................................... 140
8.7.5 Stød af svejste net fremstillet af profilerede tråde.............................................................................. 1418.7.5.1 Stød af hovedarmering......................................................................................................... 1418.7.5.2 Stød i sekundær armering eller fordelingsarmering ........................................................ 142
8.8 Supplerende regler for stænger med stor diameter........................................................................................ 1428.9 Bundtet armering.................................................................................................................................................. 144
8.9.1 Generelt..................................................................................................................................................... 1448.9.2 Forankring af armeringsbundter........................................................................................................... 1448.9.3 Stød af armeringsbundter...................................................................................................................... 145
8.10 Spændarmering.................................................................................................................................................... 1458.10.1 Placering af spændarmering og foringsrør ......................................................................................... 145
8.10.1.1 Generelt................................................................................................................................... 1458.10.1.2 Førspændt armering.............................................................................................................. 1458.10.1.3 Foringsrør til efterspænding................................................................................................. 146
8.10.2 Forankring af førspændt armering........................................................................................................ 1468.10.2.1 Generelt................................................................................................................................... 1468.10.2.2 Overførsel af forspænding.................................................................................................... 1478.10.2.3 Forankring af spændarmering i brudgrænsetilstanden................................................... 148
8.10.3 Forankringszoner for efterspændte konstruktionsdele...................................................................... 1498.10.4 Forankringer og koblinger til spændarmering.................................................................................... 1508.10.5 Deviatorer ................................................................................................................................................. 150
Kapitel 9 Konstruktiv udformning af konstruktionsdele og særlige regler ......................................................... 1529.1 Generelt .................................................................................................................................................................. 1529.2 Bjælker.................................................................................................................................................................... 152
9.2.1 Længdearmering..................................................................................................................................... 1529.2.1.1 Minimum- og maksimumarmering .................................................................................... 1529.2.1.2 Andre konstruktionsudformningsregler............................................................................. 1529.2.1.3 Afkortning af langsgående trækarmering.......................................................................... 1539.2.1.4 Forankring af undersidearmering ved en endeunderstøtning........................................ 1549.2.1.5 Forankring af undersidearmering ved mellemunderstøtninger..................................... 155
9.2.2 Forskydningsarmering ........................................................................................................................... 1559.2.3 Vridningsarmering .................................................................................................................................. 1579.2.4 Overfladearmering.................................................................................................................................. 1579.2.5 Indirekte understøtninger....................................................................................................................... 158
9.3 Massive plader ...................................................................................................................................................... 1589.3.1 Bøjningsarmering.................................................................................................................................... 158
9.3.1.1 Generelt................................................................................................................................... 1589.3.1.2 Armering i plader i nærheden af understøtninger............................................................ 1599.3.1.3 Hjørnearmering...................................................................................................................... 1599.3.1.4 Armering ved de frie rande................................................................................................... 159
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9.3.2 Shear reinforcement 9.4 Flat slabs 9.4.1 Slab at internal columns 9.4.2 Slab at edge columns 9.4.3 Punching shear reinforcement 9.5 Columns 9.5.1 General 9.5.2 Longitudinal reinforcement 9.5.3 Transverse reinforcement 9.6 Walls 9.6.1 General 9.6.2 Vertical reinforcement 9.6.3 Horizontal reinforcement
9.6.4 Transverse reinforcement 9.7 Deep beams 9.8 Foundations 9.8.1 Pile caps 9.8.2 Column and wall footings 9.8.2.1 General 9.8.2.2 Anchorage of bars 9.8.3 Tie beams 9.8.4 Column footing on rock
9.8.5 Bored piles 9.9 Regions with discontinuity in geometry or action 9.10 Tying systems 9.10.1 General
9.10.2 Proportioning of ties 9.10.2.1 General
9.10.2.2 Peripheral ties 9.10.2.3 Internal ties 9.10.2.4 Horizontal ties to columns and/or walls 9.10.2.5 Vertical ties
9.10.3 Continuity and anchorage of ties 10. Additional rules for precast concrete elements and structures10.1 General 10.1.1 Special terms used in this section10.2 Basis of design, fundamental requirements 10.3 Materials
10.3.1 Concrete 10.3.1.1 Strength 10.3.1.2 Creep and shrinkage 10.3.2 Prestressing steel 10.3.2.2 Technological properties of prestressing steel10.5 Structural analysis 10.5.1 General 10.5.2 Losses of prestress 10.9 Particular rules for design and detailing
10.9.1 Restraining moments in slabs 10.9.2 Wall to floor connections 10.9.3 Floor systems 10.9.4 Connections and supports for precast elements
9.3.2 Forskydningsarmering ........................................................................................................................... 1599.4 Paddehattedæk...................................................................................................................................................... 160
9.4.1 Plade ved indvendige søjler................................................................................................................... 1609.4.2 Plade ved rand- og hjørnesøjler ............................................................................................................ 1609.4.3 Armering for gennemlokning................................................................................................................ 161
9.5 Søjler ....................................................................................................................................................................... 1629.5.1 Generelt..................................................................................................................................................... 1629.5.2 Længdearmering..................................................................................................................................... 1629.5.3 Tværarmering.......................................................................................................................................... 162
9.6 Vægge..................................................................................................................................................................... 1639.6.1 Generelt..................................................................................................................................................... 1639.6.2 Lodret armering....................................................................................................................................... 1639.6.3 Vandret armering..................................................................................................................................... 1639.6.4 Tværarmering.......................................................................................................................................... 164
9.7 Høje bjælker ........................................................................................................................................................... 1649.8 Fundering ............................................................................................................................................................... 164
9.8.1 Pælefundamenter.................................................................................................................................... 1649.8.2 Søjle- og vægfundamenter .................................................................................................................... 165
9.8.2.1 Generelt................................................................................................................................... 1659.8.2.2 Forankring af stænger ........................................................................................................... 166
9.8.3 Trækbjælker.............................................................................................................................................. 1679.8.4 Søjlefundament på klippe ...................................................................................................................... 1679.8.5 Borede pæle ............................................................................................................................................. 168
9.9 Områder med diskontinuitet i geometri eller last............................................................................................. 1689.10 Trækforbindelsessystemer .................................................................................................................................. 168
9.10.1 Generelt..................................................................................................................................................... 1689.10.2 Dimensionering af trækforbindelser..................................................................................................... 169
9.10.2.1 Generelt................................................................................................................................... 1699.10.2.2 Periferitrækforbindelser ........................................................................................................ 1699.10.2.3 Interne trækforbindelser ....................................................................................................... 1699.10.2.4 Vandrette trækforbindelser til søjler og/eller vægge ........................................................ 1709.10.2.5 Lodrette trækforbindelser..................................................................................................... 170
9.10.3 Kontinuitet og forankring af trækforbindelser..................................................................................... 171
Kapitel 10 Supplerende regler for præfabrikerede betonelementer og -konstruktioner ................................... 17210.1 Generelt .................................................................................................................................................................. 172
10.1.1 Specielle udtryk anvendt i dette kapitel................................................................................................ 17210.2 Dimensioneringsgrundlag, grundlæggende krav............................................................................................ 17210.3 Materialer ............................................................................................................................................................... 173
10.3.1 Beton ......................................................................................................................................................... 17310.3.1.1 Styrke....................................................................................................................................... 17310.3.1.2 Krybning og svind.................................................................................................................. 173
10.3.2 Forspændingsstål.................................................................................................................................... 17310.3.2.1 Spændarmerings teknologiske egenskaber ...................................................................... 173
10.5 Konstruktionsanalyse........................................................................................................................................... 17410.5.1 Generelt..................................................................................................................................................... 17410.5.2 Forspændingstab .................................................................................................................................... 174
10.9 Særlige regler for dimensionering og konstruktiv udformning..................................................................... 17510.9.1 Indspændingsmomenter i plader ......................................................................................................... 17510.9.2 Forbindelser mellem væg og dæk........................................................................................................ 17510.9.3 Dæksystemer ........................................................................................................................................... 17510.9.4 Forbindelser og understøtninger til præfabrikerede elementer....................................................... 177
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10.9.4.1 Materials 10.9.4.2 General rules for design and detailing of connections 10.9.4.3 Connections transmitting compressive forces 10.9.4.4 Connections transmitting shear forces 10.9.4.5 Connections transmitting bending moments or tensile forces
10.9.4.6 Half joints 10.9.4.7 Anchorage of reinforcement at supports
10.9.5 Bearings 10.9.5.1 General 10.9.5.2 Bearings for connected (non-isolated) members 10.9.5.3 Bearings for isolated members 10.9.6 Pocket foundations 10.9.6.1 General 10.9.6.2 Pockets with keyed surfaces
10.9.6.3 Pockets with smooth surfaces 10.9.7 Tying systems 11. Lightweight aggregated concrete structures 11.1 General
11.1.1 Scope11.1.2 Special symbols
11.2 Basis of design 11.3 Materials
11.3.1 Concrete 11.3.2 Elastic deformation 11.3.3 Creep and shrinkage 11.3.4 Stress-strain relations for structural analysis 11.3.5 Design compressive and tensile strengths 11.3.6 Stress-strain relations for the design of sections 11.3.7 Confined concrete
11.4 Durability and cover to reinforcement 11.4.1 Environmental conditions 11.4.2 Concrete cover and properties of concrete
11.5 Structural analysis 11.5.1 Rotational capacity 11.6 Ultimate limit states
11.6.1 Members not requiring design shear reinforcement 11.6.2 Members requiring design shear reinforcement 11.6.3 Torsion
11.6.3.1 Design procedure 11.6.4 Punching
11.6.4.1 Punching shear resistance of slabs and column bases without shear reinforcement
11.6.4.2 Punching shear resistance of slabs and column bases with shear reinforcement
11.6.5 Partially loaded areas 11.6.6 Fatigue
11.7 Serviceability limit states 11.8 Detailing of reinforcement - General
11.8.1 Permissible mandrel diameters for bent bars11.8.2 Ultimate bond stress
11.9 Detailing of members and particular rules
10.9.4.1 Materialer ................................................................................................................................ 17710.9.4.2 Generelle regler for dimensionering og konstruktiv udformning af forbindelser........ 17810.9.4.3 Forbindelser til overførsel af trykkræfter ............................................................................ 17810.9.4.4 Forbindelser til overførsel af forskydningskræfter............................................................ 17910.9.4.5 Forbindelser til overførsel af bøjningsmomenter eller trækkræfter ............................... 17910.9.4.6 Konsolsamlinger.................................................................................................................... 17910.9.4.7 Forankring af armering ved understøtninger .................................................................... 180
10.9.5 Vederlag .................................................................................................................................................... 18110.9.5.1 Generelt................................................................................................................................... 18110.9.5.2 Vederlag til forbundne (ikke-enkeltstående) elementer.................................................... 18110.9.5.3 Vederlag til enkeltstående elementer.................................................................................. 183
10.9.6 Udsparingsfundamenter........................................................................................................................ 18310.9.6.1 Generelt................................................................................................................................... 18310.9.6.2 Udsparinger med profilerede overflader............................................................................ 18310.9.6.3 Udsparinger med glatte overflader..................................................................................... 184
10.9.7 Trækforbindelsessystemer..................................................................................................................... 184
Kapitel 11 Konstruktioner af let konstruktionsbeton ................................................................................................. 18511.1 Generelt .................................................................................................................................................................. 185
11.1.1 Emne ......................................................................................................................................................... 18511.1.2 Specielle symboler.................................................................................................................................. 185
11.2 Dimensioneringsgrundlag................................................................................................................................... 18511.3 Materialer ............................................................................................................................................................... 186
11.3.1 Beton ......................................................................................................................................................... 18611.3.2 Elastisk deformation................................................................................................................................ 18611.3.3 Krybning og svind ................................................................................................................................... 18811.3.4 Arbejdslinjer for ikke-lineær analyse af konstruktioner ..................................................................... 18811.3.5 Regningsmæssig trykstyrke og trækstyrke ......................................................................................... 18811.3.6 Arbejdslinjer for dimensionering af tværsnit ...................................................................................... 18811.3.7 Indesluttet beton...................................................................................................................................... 189
11.4 Holdbarhed og dæklag over armering............................................................................................................... 18911.4.1 Miljøforhold.............................................................................................................................................. 18911.4.2 Betondæklag og betonegenskaber....................................................................................................... 189
11.5 Konstruktionsanalyse........................................................................................................................................... 18911.5.1 Rotationsbæreevne................................................................................................................................. 189
11.6 Brudgrænsetilstande............................................................................................................................................ 18911.6.1 Konstruktionsdele, der ikke regningsmæssigt kræver forskydningsarmering .............................. 18911.6.2 Konstruktionsdele, der regningsmæssigt kræver forskydningsarmering...................................... 19011.6.3 Vridning..................................................................................................................................................... 190
11.6.3.1 Fremgangsmåde ved dimensionering ............................................................................... 19011.6.4 Gennemlokning....................................................................................................................................... 190
11.6.4.1 Gennemlokningsbæreevne af plader eller søjlefundamenteruden forskydningsarmering................................................................................................. 190
11.6.4.2 Gennemlokningsbæreevne af plader eller søjlefundamenter med forskydningsarmering.................................................................................................. 191
11.6.5 Koncentreret last...................................................................................................................................... 19111.6.6 Udmattelse ............................................................................................................................................... 191
11.7 Anvendelsesgrænsetilstande.............................................................................................................................. 19111.8 Udformning af armering – generelt.................................................................................................................... 191
11.8.1 Tilladte dorndiametre for opbøjede stænger ...................................................................................... 19111.8.2 Forankringsstyrke.................................................................................................................................... 192
11.9 Konstruktiv udformning af konstruktionsdele og særlige regler ................................................................... 192
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11.10 Additional rules for precast concrete elements and structures 11.12 Plain and lightly reinforced concrete structures 12. Plain and lightly reinforced concrete structures 12.1 General 12.2 Basis of design
12.2.1 Strength12.3 Materials 12.3.1 Concrete: additional design assumptions 12.5 Structural analysis: ultimate Limit states 12.6 Ultimate limit states
12.6.1 Design resistance to bending and axial force 12.6.2 Local Failure12.6.3 Shear 12.6.4 Torsion 12.6.5 Ultimate limit states induced by structural deformation (buckling)
12.6.5.1 Slenderness of columns and walls12.6.5.2 Simplified design method for walls and columns
12.7 Serviceability limit states 12.9 Detailing of members and particular rules
12.9.1 Structural members12.9.2 Construction joints12.9.3 Strip and pad footings
AnnexesA (Informative) Modification of partial factors for materialsB (Informative) Creep and shrinkage strain C (Normative) Reinforcement properties D (Informative) Detailed calculation method for prestressing steel relaxation lossesE (Informative) Indicative Strength Classes for durability F (Informative) Reinforcement expressions for in-plane stress conditions G (Informative) Soil structure interaction H (Informative) Global second order effects in structuresI (Informative) Analysis of flat slabs and shear wallsJ (Informative) Examples of regions with discontinuity in geometry or action
Foreword
This European Standard EN 1992, Eurocode 2: Design of concrete structures: General rules and rules for buildings, has been prepared by Technical Committee CEN/TC250 « Structural Eurocodes », the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes.
This European Standard shall be given the status of a National Standard, either by publication of an identical text or by endorsement, at the latest by June 2005, and conflicting National Standards shall be withdrawn at latest by March 2010.
This Eurocode supersedes ENV 1992-1-1, 1992-1-3, 1992-1-4, 1992-1-5, 1992-1-6 and 1992-3.
According to the CEN-CENELEC Internal Regulations, the National Standard Organisations of the following countries are bound to implement these European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary,
11.10 Yderligere regler for præfabrikerede betonelementer og -konstruktioner................................................... 19211.12 Uarmerede og let armerede betonkonstruktioner ........................................................................................... 192
Kapitel 12 Uarmerede og let armerede betonkonstruktioner .................................................................................. 19312.1 Generelt .................................................................................................................................................................. 19312.2 Dimensionsgrundlag
12.2.1 Styrke12.3 Materialer ............................................................................................................................................................... 193
12.3.1 Beton: supplerende projekteringsforudsætninger............................................................................. 19312.5 Konstruktionsanalyse: brudgrænsetilstande.................................................................................................... 19312.6 Brudgrænsetilstande............................................................................................................................................ 194
12.6.1 Regningsmæssig bæreevne ved bøjning og normalkraft................................................................. 19412.6.2 Lokalt svigt................................................................................................................................................ 19412.6.3 Forskydning.............................................................................................................................................. 19512.6.4 Vridning..................................................................................................................................................... 19512.6.5 Brudgrænsetilstande fremkaldt af deformationer (udknækning) .................................................... 195
12.6.5.1 Slankhed af søjler og vægge................................................................................................ 19512.6.5.2 Forenklet dimensioneringsmetode for vægge og søjler.................................................. 197
12.7 Anvendelsesgrænsetilstande.............................................................................................................................. 19712.9 Konstruktiv udformning af konstruktionsdele og særlige regler ................................................................... 198
12.9.1 Bærende konstruktionsdele................................................................................................................... 19812.9.2 Støbeskel .................................................................................................................................................. 19812.9.3 Stribe- og enkeltfundamenter................................................................................................................ 198
AnnekserA (informativt) Ændring af partialkoefficienter for materialer..................................................................................... 199B (informativt) Tøjning fra krybning og svind................................................................................................................ 202C (normativt) Egenskaber for armering, der er egnet til anvendelse ifølge denne eurocode .............................. 205D (informativt) Detaljeret metode til beregning af forspændingsståls relaksationstab........................................... 208E (informativt) Vejledende styrkeklasser for holdbarhed............................................................................................. 210F (informativt) Ligninger for trækarmering ved plan spændingstilstand.................................................................. 211G (informativt) Samvirkning mellem jord og konstruktion.......................................................................................... 213H (informativt) Globale 2.-ordens-effekter i konstruktioner ......................................................................................... 215I (informativt) Beregning af paddehattedæk og afstivende vægge .......................................................................... 218J (informativt) Armeringsudformningsregler for særlige tilfælde............................................................................. 221
Forord
Denne europæiske standard EN 1992, Eurocode 2: Design of concrete structures: General rules and rules for buil-dings, er udarbejdet af teknisk komité CEN/TC 250, Structural Eurocodes, hvis sekretariat varetages af BSI. CEN/TC250 er ansvarlig for alle eurocodekonstruktionsnormer.
Denne europæiske standard skal inden juni 2005 have status som national standard, enten ved at der udgives enidentisk tekst, eller ved formel godkendelse. Modstridende nationale standarder skal være trukket tilbage senestmarts 2010.
Denne eurocode erstatter ENV 1992-1-1, 1992-1-3, 1992-1-4, 1992-1-5, 1992-1-6 og 1992-3.
I henhold til CEN/CENELEC’s interne regler er de nationale standardiseringsorganisationer i følgende lande forplig-tet til at implementere denne europæiske standard: Belgien, Cypern, Danmark, Estland, Finland, Frankrig, Græken-
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Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
Background to the Eurocode programme
In 1975, the Commission of the European Community decided on an action programme in the field of construction, based on article 95 of the Treaty. The objective of the programme was the elimination of technical obstacles to trade and the harmonisation of technical specifications.
Within this action programme, the Commission took the initiative to establish a set of harmonised technical rules for the design of construction works which, in a first stage, would serve as an alternative to the national rules in force in the Member States and, ultimately, would replace them.
For fifteen years, the Commission, with the help of a Steering Committee with Representatives of Member States, conducted the development of the Eurocodes programme, which led to the first generation of European codes in the 1980s.
In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of an agreement1 between the Commission and CEN, to transfer the preparation and the publication of the Eurocodes to CEN through a series of Mandates, in order to provide them with a future status of European Standard (EN). This links de facto the Eurocodes with the provisions of all the Council’s Directives and/or Commission’s Decisions dealing with European standards (e.g. the Council Directive 89/106/EEC on construction products - CPD - and Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC on public works and services and equivalent EFTA Directives initiated in pursuit of setting up the internal market).
The Structural Eurocode programme comprises the following standards generally consisting of a number of Parts:
EN 1990 Eurocode 0: Basis of Structural Design EN 1991 Eurocode 1: Actions on structures EN 1992 Eurocode 2: Design of concrete structures EN 1993 Eurocode 3: Design of steel structures EN 1994 Eurocode 4: Design of composite steel and concrete structures EN 1995 Eurocode 5: Design of timber structures EN 1996 Eurocode 6: Design of masonry structures EN 1997 Eurocode 7: Geotechnical design EN 1998 Eurocode 8: Design of structures for earthquake resistance EN 1999 Eurocode 9: Design of aluminium structures Eurocode standards recognise the responsibility of regulatory authorities in each Member State and have safeguarded their right to determine values related to regulatory safety matters at national level where these continue to vary from State to State.
Status and field of application of eurocodes
The Member States of the EU and EFTA recognise that Eurocodes serve as reference documents for the following purposes :
– as a means to prove compliance of building and civil engineering works with the essential
1Agreement between the Commission of the European Communities and the European Committee for Standardisation (CEN) concerning the work
on EUROCODES for the design of building and civil engineering works (BC/CEN/03/89).
land, Irland, Island, Italien, Letland, Litauen, Luxembourg, Malta, Nederlandene, Norge, Polen, Portugal, Schweiz,Slovakiet, Slovenien, Spanien, Storbritannien, Sverige, Tjekkiet, Tyskland, Ungarn og Østrig.
Baggrund for eurocodeprogrammet
I 1975 besluttede Kommissionen for de Europæiske Fællesskaber at igangsætte et handlingsprogram på bygge- oganlægsområdet på grundlag af traktatens artikel 95. Formålet med programmet var at fjerne tekniske handelshin-dringer og at harmonisere tekniske specifikationer.
Inden for dette handlingsprogram tog Kommissionen initiativ til at fastlægge et sæt harmoniserede tekniske reglerfor projektering af bygværker, der i første omgang skulle tjene som et alternativ til de gældende regler i medlems-landene og senere erstatte dem.
Med støtte fra en styrekomité med repræsentanter fra medlemslandene varetog Kommissionen i 15 år udviklingenaf eurocodeprogrammet, der førte til den første generation af europæiske konstruktionsnormer i 1980’erne.
I 1989 besluttede Kommissionen og medlemslandene i EU og EFTA, på grundlag af en aftale1) mellem Kommissio-nen og CEN, at overdrage udarbejdelsen og offentliggørelsen af eurocodes til CEN i form af en række mandater meddet formål at give disse eurocodes en fremtidig status som europæisk standard (EN). Dette forbinder de facto euro-codes med de bestemmelser i alle Rådets direktiver og/eller Kommissionens beslutninger, der vedrører europæiskestandarder (fx Rådets direktiv 89/106/EØF om byggevarer og Rådets direktiv 93/37/EØF, 92/50/EØF og 89/440/EØF omoffentlige bygge- og anlægsarbejder samt tilsvarende EFTA-direktiver igangsat med henblik på etableringen af detindre marked).
Eurocodeprogrammet for bærende konstruktioner omfatter følgende standarder, der som hovedregel består af etantal dele:EN 1990 Eurocode 0: Projekteringsgrundlag for bærende konstruktionerEN 1991 Eurocode 1: Last på bærende konstruktionerEN 1992 Eurocode 2: BetonkonstruktionerEN 1993 Eurocode 3: StålkonstruktionerEN 1994 Eurocode 4: Kompositkonstruktioner - stål og betonEN 1995 Eurocode 5: TrækonstruktionerEN 1996 Eurocode 6: MurværkskonstruktionerEN 1997 Eurocode 7: GeoteknikEN 1998 Eurocode 8: Konstruktioner i seismiske områderEN 1999 Eurocode 9: Aluminiumkonstruktioner.
Eurocodestandarder anerkender det ansvar, som myndighederne i hvert medlemsland har, og har sikret deres ret tilat fastsætte værdier med relation til sikkerhedsforhold på nationalt niveau, hvor disse fortsat er forskellige fra med-lemsland til medlemsland.
Status og anvendelsesområde for eurocodes
Medlemslandene i EU og EFTA anerkender, at eurocodes anvendes som referencedokumenter til følgende formål:
– som et middel til at eftervise bygge- og anlægsarbejders overensstemmelse med de væsentlige krav i Rådets
––––––––––1) Aftale mellem Europa-Kommissionen og CEN om udarbejdelse af eurocodes for projektering af bygge- og anlægsarbejder
(BC/CEN/03/89).
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requirements of Council Directive 89/106/EEC, particularly Essential Requirement N°1 – Mechanical resistance and stability – and Essential Requirement N°2 – Safety in case of fire;
– as a basis for specifying contracts for construction works and related engineering services;
– as a framework for drawing up harmonised technical specifications for construction products (ENs and ETAs)
The Eurocodes, as far as they concern the construction works themselves, have a direct relationship with the Interpretative Documents2 referred to in Article 12 of the CPD, although they are of a different nature from harmonised product standards3. Therefore, technical aspects arising from the Eurocodes work need to be adequately considered by CEN Technical Committees and/or EOTA Working Groups working on product standards with a view to achieving full compatibility of these technical specifications with the Eurocodes.
The Eurocode standards provide common structural design rules for everyday use for the design of whole structures and component products of both a traditional and an innovative nature. Unusual forms of construction or design conditions are not specifically covered and additional expert consideration will be required by the designer in such cases.
National Standards implementing Eurocodes
The National Standards implementing Eurocodes will comprise the full text of the Eurocode (including any annexes), as published by CEN, which may be preceded by a National title page and National foreword, and may be followed by a National annex.
The National annex may only contain information on those parameters which are left open in the Eurocode for national choice, known as Nationally Determined Parameters, to be used for the design of buildings and civil engineering works to be constructed in the country concerned, i.e. : – values and/or classes where alternatives are given in the Eurocode, – values to be used where a symbol only is given in the Eurocode, – country specific data (geographical, climatic, etc.), e.g. snow map, – the procedure to be used where alternative procedures are given in the Eurocode. It may contain – decisions on the application of informative annexes, – references to non-contradictory complementary information to assist the user to apply the
Eurocode.
Links between Eurocodes and harmonised technical specifications (ENs and ETAs) for products
There is a need for consistency between the harmonised technical specifications for
2According to Art. 3.3 of the CPD, the essential requirements (ERs) shall be given concrete form in interpretative documents for the creation of the
necessary links between the essential requirements and the mandates for harmonised ENs and ETAGs/ETAs.3
According to Art. 12 of the CPD the interpretative documents shall : a) give concrete form to the essential requirements by harmonising the terminology and the technical bases and indicating classes or levels for
each requirement where necessary ; b) indicate methods of correlating these classes or levels of requirement with the technical specifications, e.g. methods of calculation and of
proof, technical rules for project design, etc. ; c) serve as a reference for the establishment of harmonised standards and guidelines for European technical approvals.
The Eurocodes, de facto, play a similar role in the field of the ER 1 and a part of ER 2.
direktiv 89/106/EØF, i særdeleshed væsentligt krav nr. 1 (ER 1) – Mekanisk modstandsevne og stabilitet – og væ-sentligt krav nr. 2 (ER 2) – Brandsikring
– som grundlag for at udforme kontrakter for bygge- og anlægsopgaver og tilhørende tekniske ydelser
– som ramme for udarbejdelsen af harmoniserede tekniske specifikationer for byggevarer (EN’er og ETA’er).
I det omfang eurocodes omhandler selve bygværket, har de en direkte sammenhæng med de basisdokumenter2),der henvises til i artikel 12 i byggevaredirektivet, skønt de adskiller sig fra harmoniserede produktstandarder3). Der-for er det nødvendigt, at CEN’s tekniske komitéer og/eller EOTA’s arbejdsgrupper, der beskæftiger sig med produkt-standarder, tager tilstrækkeligt hensyn til de tekniske aspekter, som fremkommer i forbindelse med arbejdet medeurocodes med det formål, at der opnås fuldstændig overensstemmelse mellem disse tekniske specifikationer ogeurocodes.
Eurocode-standarderne fastlægger fælles konstruktive projekteringsregler til almindelig brug ved projektering af bygværker og komponenter både af traditionel og innovativ art. Usædvanlige bygningsformer eller projekterings-betingelser er ikke omfattet specifikt, og det vil i sådanne tilfælde være nødvendigt for den projekterende at anvendeyderligere ekspertviden.
Nationale standarder, der implementerer eurocodes
De nationale standarder, der implementerer eurocodes, vil indeholde eurocodens tekst i sin helhed (med annekser),som den er offentliggjort af CEN, og der kan foran være en national forside og et nationalt forord og til sidst et natio-nalt anneks.
Det nationale anneks må kun indeholde oplysninger om de parametre, for hvilke der i eurocoden er givet mulighedfor national valgfrihed, kaldet nationalt bestemte parametre, der skal anvendes ved projektering af bygge- og an-lægsarbejder til opførelse i det pågældende land, dvs.:
– værdier og/eller klasser, hvor eurocoden indeholder alternativer
– værdier, der skal anvendes, hvor der kun er angivet et symbol i eurocoden
– landespecifikke data (geografiske, klimatiske osv.), fx snekort
– de fremgangsmåder, der skal følges, hvis der er angivet alternative fremgangsmåder i eurocoden.
Den kan indeholde
– beslutninger om anvendelsen af informative annekser
– henvisninger til ikke-modstridende supplerende oplysninger (NCCI), der er en hjælp for brugeren af eurocoden.
Sammenhæng mellem eurocodes og harmoniserede tekniske specifikationer (EN'er og ETA'er) for byggevarer
Der er behov for overensstemmelse mellem de harmoniserede tekniske specifikationer for byggevarer og konstruk-
––––––––––2) I henhold til art. 3.3 i byggevaredirektivet skal de væsentlige krav konkretiseres i basisdokumenter for at skabe de nødvendige
forbindelser mellem de væsentlige krav og mandaterne for de harmoniserede EN’er og ETAG/ETA’er.3) I henhold til art. 12 i byggevaredirektivet skal basisdokumenterne:
a) konkretisere de væsentlige krav ved at harmonisere terminologien og det tekniske grundlag og angive klasser eller ni-veauer for hvert enkelt krav, hvor det er nødvendigt
b) angive metoder til korrelering af disse klasser eller kravniveauer med de tekniske specifikationer, fx metoder til beregningog eftervisning, tekniske projekteringsregler osv.
c) fungere som reference for etablering af harmoniserede standarder og retningslinjer for europæiske tekniske godkendel-ser.
Eurocodes spiller de facto samme rolle med hensyn til ER 1 og en del af ER 2.
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construction products and the technical rules for works4. Furthermore, all the information accompanying the CE Marking of the construction products which refer to Eurocodes should clearly mention which Nationally Determined Parameters have been taken into account.
Additional information specific to EN 1992-1-1
EN 1992-1-1 describes the principles and requirements for safety, serviceability and durability of concrete structures, together with specific provisions for buildings. It is based on the limit state concept used in conjunction with a partial factor method.
For the design of new structures, EN 1992-1-1 is intended to be used, for direct application, together with other parts of EN 1992, Eurocodes EN 1990,1991, 1997 and 1998.
EN 1992-1-1 also serves as a reference document for other CEN TCs concerning structural matters.
EN 1992-1-1 is intended for use by: – committees drafting other standards for structural design and related product, testing and
execution standards; – clients (e.g. for the formulation of their specific requirements on reliability levels and durability); – designers and constructors ; – relevant authorities.
Numerical values for partial factors and other reliability parameters are recommended as basic values that provide an acceptable level of reliability. They have been selected assuming that an appropriate level of workmanship and of quality management applies. When EN 1992-1-1 is used as a base document by other CEN/TCs the same values need to be taken.
National annex for EN 1992-1-1
This standard gives values with notes indicating where national choices may have to be made. Therefore the National Standard implementing EN 1992-1-1 should have a National annex containing all Nationally Determined Parameters to be used for the design of buildings and civil engineering works to be constructed in the relevant country.
National choice is allowed in EN 1992-1-1 through the following clauses:
4see Art.3.3 and Art.12 of the CPD, as well as clauses 4.2, 4.3.1, 4.3.2 and 5.2 of ID 1.
tionsnormerne. Desuden bør alle de oplysninger, der ledsager byggevarernes CE-mærkning, og som henviser tileurocodes, tydeligt angive, hvilke nationalt bestemte parametre der er anvendt.
Yderligere oplysninger, der er specifikke for EN 1992-1-1
EN 1992-1-1 beskriver principperne for og kravene til betonkonstruktioners sikkerhed, anvendelighed og holdbarhedsammen med specifikke bestemmelser for bygningskonstruktioner. Den er baseret på grænsetilstandsbegrebet an-vendt sammen med en partialkoefficientmetode.
Ved projektering af nye konstruktioner er EN 1992-1-1 beregnet til at blive anvendt direkte sammen med andre deleaf EN 1992, Eurocode EN 1990, 1991, 1997 og 1998.
EN 1992-1-1 fungerer også som referencedokument for andre CEN/TC’er, der arbejder med konstruktionsmæssigeforhold.
EN 1992-1-1 er beregnet til at blive anvendt af:
– udvalg, der udarbejder andre standarder for bærende konstruktioner og tilhørende produkt-, prøvnings- og ud-førelsesstandarder
– bygherrer (fx til formulering af specifikke krav til pålidelighedsniveauer og holdbarhed)
– projekterende og entreprenører
– relevante myndigheder.
Numeriske værdier for partialkoefficienter og andre pålidelighedsparametre er anbefalet som grundlæggende vær-dier, der giver et acceptabelt pålidelighedsniveau. De er valgt ud fra den forudsætning, at der er opretholdt et pas-sende håndværksmæssigt og kvalitetsstyringsmæssigt niveau. Når andre CEN/TC’er anvender EN 1992-1-1 som etgrundlæggende dokument, er det nødvendigt, at de samme værdier anvendes.
Nationalt anneks til EN 1992-1-1
Denne standard indeholder værdier med noter, der angiver, hvor det kan være nødvendigt at træffe nationale valg.Derfor indeholder den nationale standard til implementering af EN 1992-1-1 et nationalt anneks med alle de nationaltbestemte parametre, der skal anvendes ved projektering af bygge- og anlægsarbejder til opførelse i det pågældendeland.
Nationalt valg er ifølge EN 1992-1-1 tilladt i følgende punkter:
––––––––––4) Se art. 3.3 og art. 12 i byggevaredirektivet samt 4.2, 4.3.1, 4.3.2 og 5.2 i ID 1.
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2.3.3 (3) 2.4.2.1 (1) 2.4.2.2 (1) 2.4.2.2 (2) 2.4.2.2 (3) 2.4.2.3 (1) 2.4.2.4 (1) 2.4.2.4 (2) 2.4.2.5 (2) 3.1.2 (2)P 3.1.2 (4) 3.1.6 (1)P 3.1.6 (2)P 3.2.2 (3)P 3.2.7 (2) 3.3.4 (5) 3.3.6 (7) 4.4.1.2 (3) 4.4.1.2 (5) 4.4.1.2 (6) 4.4.1.2 (7) 4.4.1.2 (8) 4.4.1.2 (13) 4.4.1.3 (1)P 4.4.1.3 (3) 4.4.1.3 (4) 5.1.3 (1)P 5.2 (5) 5.5 (4) 5.6.3 (4) 5.8.3.1 (1) 5.8.3.3 (1) 5.8.3.3 (2) 5.8.5 (1) 5.8.6 (3) 5.10.1 (6) 5.10.2.1 (1)P 5.10.2.1 (2) 5.10.2.2 (4) 5.10.2.2 (5)
5.10.3 (2) 5.10.8 (2) 5.10.8 (3) 5.10.9 (1)P6.2.2 (1) 6.2.2 (6) 6.2.3 (2) 6.2.3 (3) 6.2.4 (4) 6.2.4 (6) 6.4.3 (6) 6.4.4 (1) 6.4.5 (3) 6.4.5 (4) 6.5.2 (2) 6.5.4 (4) 6.5.4 (6) 6.8.4 (1) 6.8.4 (5) 6.8.6 (1) 6.8.6 (2) 6.8.7 (1) 7.2 (2) 7.2 (3) 7.2 (5) 7.3.1 (5) 7.3.2 (4) 7.3.4 (3) 7.4.2 (2) 8.2 (2) 8.3 (2) 8.6 (2) 8.8 (1) 9.2.1.1 (1) 9.2.1.1 (3) 9.2.1.2 (1) 9.2.1.4 (1) 9.2.2 (4) 9.2.2 (5) 9.2.2 (6)
9.2.2 (7) 9.2.2 (8) 9.3.1.1(3)9.5.2 (1) 9.5.2 (2) 9.5.2 (3) 9.5.3 (3) 9.6.2 (1) 9.6.3 (1) 9.7 (1) 9.8.1 (3) 9.8.2.1 (1) 9.8.3 (1) 9.8.3 (2) 9.8.4 (1) 9.8.5 (3) 9.10.2.2 (2) 9.10.2.3 (3) 9.10.2.3 (4) 9.10.2.4 (2) 11.3.5 (1)P 11.3.5 (2)P 11.3.7 (1) 11.6.1 (1) 11.6.1 (2) 11.6.2 (1) 11.6.4.1 (1) 12.3.1 (1) 12.6.3 (2) A.2.1 (1) A.2.1 (2) A.2.2 (1) A.2.2 (2) A.2.3 (1) C.1 (1) C.1 (3) E.1 (2) J.1 (3) J.2.2 (2) J.3 (2) J.3 (3)
2.3.3 (3)2.4.2.1 (1)2.4.2.2 (1)2.4.2.2 (2)2.4.2.2 (3)2.4.2.3 (1)2.4.2.4 (1)2.4.2.4 (2)2.4.2.5 (2)3.1.2 (2)P3.1.2 (4)3.1.6 (1)P3.1.6 (2)P3.2.2 (3)P3.2.7 (2)3.3.4 (5)3.3.6 (7)4.4.1.2 (3)4.4.1.2 (5)4.4.1.2 (6)4.4.1.2 (7)4.4.1.2 (8)4.4.1.2 (13)4.4.1.3 (1)P4.4.1.3 (3)4.4.1.3 (4)5.1.3 (1)P5.2 (5)5.5 (4)5.6.3 (4)5.8.3.1 (1)5.8.3.3 (1)5.8.3.3 (2)5.8.5 (1)5.8.6 (3)5.10.1 (6)5.10.2.1 (1)P5.10.2.1 (2)5.10.2.2 (4)5.10.2.2 (5)
5.10.3 (2)5.10.8 (2)5.10.8 (3)5.10.9 (1)P6.2.2 (1)6.2.2 (6)6.2.3 (2)6.2.3 (3)6.2.4 (4)6.2.4 (6)6.4.3 (6)6.4.4 (1)6.4.5 (3)6.4.5 (4)6.5.2 (2)6.5.4 (4)6.5.4 (6)6.8.4 (1)6.8.4 (5)6.8.6 (1)6.8.6 (3)6.8.7 (1)7.2 (2)7.2 (3)7.2 (5)7.3.1 (5)7.3.2 (4)7.3.4 (3)7.4.2 (2)8.2 (2)8.3 (2)8.6 (2)8.8 (1)9.2.1.1 (1)9.2.1.1 (3)9.2.1.2 (1)9.2.1.4 (1)9.2.2 (4)9.2.2 (5)9.2.2 (6)
9.2.2 (7)9.2.2 (8)9.3.1.1(3)9.5.2 (1)9.5.2 (2)9.5.2 (3)9.5.3 (3)9.6.2 (1)9.6.3 (1)9.7 (1)9.8.1 (3)9.8.2.1 (1)9.8.3 (1)9.8.3 (2)9.8.4 (1)9.8.5 (3)9.10.2.2 (2)9.10.2.3 (3)9.10.2.3 (4)9.10.2.4 (2)11.3.5 (1)P11.3.5 (2)P11.3.7 (1)11.6.1 (1)11.6.1 (2)11.6.2 (1)11.6.4.1 (1)12.3.1 (1)12.6.3 (2)A.2.1 (1)A.2.1 (2)A.2.2 (1)A.2.2 (2)A.2.3 (1)C.1 (1)C.1 (3)E.1 (2)J.1 (2)J.2.2 (2)J.3 (2)J.3 (3)
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SECTION 1 GENERAL
1.1 Scope
1.1.1 Scope of Eurocode 2
(1)P Eurocode 2 applies to the design of buildings and civil engineering works in plain, reinforced and prestressed concrete. It complies with the principles and requirements for the safety and serviceability of structures, the basis of their design and verification that are given in EN 1990: Basis of structural design.
(2)P Eurocode 2 is only concerned with the requirements for resistance, serviceability, durability and fire resistance of concrete structures. Other requirements, e.g. concerning thermal or sound insulation, are not considered.
(3)P Eurocode 2 is intended to be used in conjunction with:
EN 1990: Basis of structural design EN 1991: Actions on structures hEN’s: Construction products relevant for concrete structures ENV 13670: Execution of concrete structures EN 1997: Geotechnical design EN 1998: Design of structures for earthquake resistance, when concrete structures are built in
seismic regions.
(4)P Eurocode 2 is subdivided into the following parts:
Part 1.1: General rules and rules for buildings Part 1.2: Structural fire design Part 2: Reinforced and prestressed concrete bridges Part 3: Liquid retaining and containing structures
1.1.2 Scope of Part 1-1 of Eurocode 2
(1)P Part 1-1 of Eurocode 2 gives a general basis for the design of structures in plain, reinforced and prestressed concrete made with normal and light weight aggregates together with specific rules for buildings.
(2)P The following subjects are dealt with in Part 1-1.
Section 1: General Section 2: Basis of design Section 3: Materials Section 4: Durability and cover to reinforcement Section 5: Structural analysis Section 6: Ultimate limit states Section 7: Serviceability limit states Section 8: Detailing of reinforcement and prestressing tendons - General Section 9: Detailing of members and particular rules
Kapitel 1 Generelt
1.1 Emne
1.1.1 Emne for Eurocode 2
(1)P Eurocode 2 gælder for projektering af bygge- og anlægsarbejder af uarmeret, armeret og forspændt beton.Den opfylder de principper og krav for konstruktionernes sikkerhed og anvendelighed og det dimensionerings- ogeftervisningsgrundlag, der er fastlagt i EN 1990: Projekteringsgrundlag for bærende konstruktioner.
(2)P Eurocode 2 omhandler kun kravene til betonkonstruktioners bæreevne, anvendelighed, holdbarhed og brand-modstandsevne. Der tages ikke hensyn til andre krav som fx termisk isolering eller lydisolering.
(3)P Eurocode 2 skal anvendes sammen med:
EN 1990: Projekteringsgrundlag for bærende konstruktioner
EN 1991: Last på bærende konstruktioner
Harmoniserede EN’er: Byggevarer, der er relevante for betonkonstruktioner
ENV 13670: Udførelse af betonkonstruktioner
EN 1997: Geoteknik
EN 1998: Konstruktioners jordskælvsmodstand for betonkonstruktioner opført i jordskælvsområder.
(4)P Eurocode 2 er opdelt i følgende dele:
Del 1-1: Generelle regler samt regler for bygningskonstruktioner
Del 1-2: Generelle regler – Brandteknisk dimensionering
Del 2: Armerede og forspændte betonbroer
Del 3: Betonkonstruktioner til opbevaring af væsker og pulvere af flydende medier.
1.1.2 Emne for del 1-1 af Eurocode 2
(1)P Del 1-1 af Eurocode 2 giver et generelt grundlag for projektering af konstruktioner af uarmeret, armeret og for-spændt beton med almindelige og lette tilslag sammen med specifikke regler for bygningskonstruktioner.
(2)P Del 1-1 omhandler følgende emner:
Kapitel 1: Generelt
Kapitel 2: Dimensioneringsgrundlag
Kapitel 3: Materialer
Kapitel 4: Holdbarhed og dæklag over armering
Kapitel 5: Konstruktionsanalyse
Kapitel 6: Brudgrænsetilstande (ULS)
Kapitel 7: Anvendelsesgrænsetilstande (SLS)
Kapitel 8: Konstruktiv udformning af armering og spændarmering – generelt
Kapitel 9: Konstruktionsudformning og særlige regler
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Section 10: Additional rules for precast concrete elements and structures Section 11: Lightweight aggregate concrete structures Section 12: Plain and lightly reinforced concrete structures
(3)P Sections 1 and 2 provide additional clauses to those given in EN 1990 “Basis of structural design”.
(4)P This Part 1-1 does not cover: - the use of plain reinforcement - resistance to fire; - particular aspects of special types of building (such as tall buildings); - particular aspects of special types of civil engineering works (such as viaducts, bridges,
dams, pressure vessels, offshore platforms or liquid-retaining structures); - no-fines concrete and aerated concrete components, and those made with heavy
aggregate or containing structural steel sections (see Eurocode 4 for composite steel-concrete structures).
1.2 Normative references
(1)P The following normative documents contain provisions which, through references in this text, constitutive provisions of this European standard. For dated references, subsequent amendments to or revisions of any of these publications do not apply. However, parties to agreements based on this European standard are encouraged to investigate the possibility of applying the most recent editions of the normative documents indicated below. For undated references the latest edition of the normative document referred to applies.
1.2.1 General reference standards
EN 1990: Basis of structural design EN 1991-1-5: Actions on structures: Thermal actions EN 1991-1-6: Actions on structures: Actions during execution
1.2.2 Other reference standards
EN1997: Geotechnical design EN 197-1: Cement: Composition, specification and conformity criteria for common
cementsEN 206-1: Concrete: Specification, performance, production and conformity EN 12390: Testing hardened concrete EN 10080: Steel for the reinforcement of concrete EN 10138: Prestressing steels EN ISO 17760: Permitted welding process for reinforcement ENV 13670: Execution of concrete structures EN 13791: Testing concrete EN ISO 15630 Steel for the reinforcement and prestressing of concrete: Test methods
1.3 Assumptions
(1)P In addition to the general assumptions of EN 1990 the following assumptions apply: - Structures are designed by appropriately qualified and experienced personnel.
Kapitel 10: Supplerende regler for præfabrikerede betonelementer og -konstruktioner
Kapitel 11: Konstruktioner af let konstruktionsbeton
Kapitel 12: Uarmerede og let armerede betonkonstruktioner.
(3)P Kapitel 1 og 2 supplerer punkterne i EN 1990
(4)P Denne del 1-1 dækker ikke:
– anvendelsen af glat armering
– brandmodstandsevne
– særlige forhold for specielle bygningstyper (fx høje bygninger)
– særlige forhold for specielle bygge- og anlægsarbejder (fx viadukter, broer, dæmninger, trykbeholdere, offshore-platforme eller konstruktioner til væskeopbevaring)
– beton uden fint tilslag og porebetonkomponenter og beton med tunge tilslag eller beton med bærende stålprofi-ler (se Eurocode 4 for kompositkonstruktioner af stålbeton).
1.2 Normative referencer
(1)P Normative referencer er henvisninger til andre dokumenter, hvis bestemmelser gælder for denne europæiskestandard. Når daterede referencer ændres eller revideres, vil ændringen eller revisionen ikke gælde for denne stan-dard. Parter, der indgår aftaler på grundlag af denne europæiske standard, opfordres imidlertid til at undersøge mu-ligheden for at anvende den nyeste udgave af de normative dokumenter, der er angivet nedenfor. For udaterede re-ferencer gælder den nyeste udgave af det pågældende normative dokument.
1.2.1 Generelle referencestandarder
EN 1990: Basis of structural design
EN 1991-1-5: Actions on structures: Thermal actions
EN 1991-1-6: Actions on structures: Actions during execution.
1.2.2 Andre referencestandarder
EN 1997: Geotechnical design
EN 197-1: Cement: Composition, specification and conformity criteria for common cements
EN 206-1: Concrete: Specification, performance, production and conformity
EN 12390: Testing hardened concrete
EN 10080: Steel for the reinforcement of concrete
EN 10138: Prestressing steels
EN ISO 17760 (all parts): Welding – Welding of reinforcing steel
ENV 13670: Execution of concrete structures
EN 13791: Testing concrete
EN ISO 15630: Steel for the reinforcement and prestressing of concrete: Test methods.
1.3 Forudsætninger
(1)P Foruden de generelle forudsætninger i EN 1990 gælder følgende forudsætninger:
– Konstruktioner projekteres af velkvalificerede og erfarne personer
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