FINAL DRAFT EUROPEAN STANDARD prEN19921-1 NORME EUROPEENNE EUROPAISCHE NORM December 2003 cs91.01030 ENV 1ggsede ENV 1992-1-1: 1991, ENV 1992-1-3: 1994, 992-1-4:1994.ENV1992-1-5:1994 and env1992- 1-6:1994 English version Eurocode 2: Design of concrete structures-Part 1-1: General rules and rules for buildings Eurocode 2: Calcul des structures en beton - Partie 1-1 und Konstruktion von stahlbeton Regles generales et regles pour les batiments und Sp erken- Teil 1-1: Grundlagen und sregeIn for den Hochbau draft European Standard is submitted to CEN members for formal vote. It has been drawn up by the Technical Committee CEN/TC If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Intemal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration This draft European Standard was established by CEN in three official versions(English, French, German). A version in any other language made by translation under the responsibility of a Cen member into its own language and notified to the Mar nt Centre has CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece Hungary, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and United Warning: This document is not a European Standard. It is distributed for review and comments. It is subject to change without notice and shall not be referred to as a European Standard EUROPEAN COMMITTEE FOR STANDARDIZATION COMITE EUROPEEN DE NORMALISATION EUROPAISCHES KOMITEE FUR NORMUNG Management Centre: rue de stassart, 36 B-1050 Brussels @2003 CEN All rights of exploitation in any form and by any means reserved Ref.No.prEN1992-1-1:2003E
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM FINAL DRAFT prEN 1992-1-1 December 2003 ICS 91.010.30 Will supersede ENV 1992-1-1:1991, ENV 1992-1-3:1994, ENV 1992-1-4:1994, ENV 1992-1-5:1994 and ENV 1992- 1-6:1994 English version Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings Eurocode 2: Calcul des structures en béton - Partie 1-1: Règles générales et régles pour les bâtiments Eurocode 2: Bemessung und Konstruktion von Stahlbetonund Spannbetontragwerken - Teil 1-1: Grundlagen und Anwendungsregeln für den Hochbau This draft European Standard is submitted to CEN members for formal vote. It has been drawn up by the Technical Committee CEN/TC 250. If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the Management Centre has the same status as the official versions. CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and United Kingdom. Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without notice and shall not be referred to as a European Standard. EUROPEAN COMMITTEE FOR STANDARDIZATION COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG Management Centre: rue de Stassart, 36 B-1050 Brussels © 2003 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. prEN 1992-1-1:2003 E
prEN19921-1:2003(E) Contents list 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 1.5.24 Prestress 1.6 Symbols Basis of design 2.1R rements 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 23. 1 Actions and environment influences 2.3.1.1 General 2.3.1.2 Thermal effects 2.3.1.3 Uneven 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 Materials 3.1 Concrete
prEN 1992-1-1:2003 (E) 2 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 Uneven 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 3. Materials 3.1 Concrete
prEN19921-1:2003(E 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 INHALT W 45.2.2.1 Bond Conditions"y 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 cove 4.4.1.1 General 4.4.1.2 Minimum cover, cmin 5. Structural analysis ance in design for tolerance 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 5.2 Geometric imperfections 5.3 Idealisation of the structure 5.3. 1 Structural models for overall analysis
prEN 1992-1-1:2003 (E) 3 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 {INHALT \l 45 ".2.2.1 Bond Conditions"} 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 5.2 Geometric imperfections 5.3 Idealisation of the structure 5.3.1 Structural models for overall analysis
prEN19921-1:2003(E) 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 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 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 analys 5.8.6 General method 5.8.7 Second order analysis based on nominal stiffness 5.8.7.1 General 5.8.7.2 Nominal stiffness 5.8.7.3 Method based on 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 6. Ultimate limit states (ULS) 6.1 Bending with or without axial force 6.2.1 General verification procedure
prEN 1992-1-1:2003 (E) 4 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 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 Second order analysis based on nominal stiffness 5.8.7.1 General 5.8.7.2 Nominal stiffness 5.8.7.3 Method based on 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 6. Ultimate limit states (ULS) 6.1 Bending with or without axial force 6.2 Shear 6.2.1 General verification procedure
prEN1992-1-1:2003(E 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 time 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 reinforcement 6.4.5 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 using damage equivalent stress range 7. Serviceability limit states(SLS) 7.1 General 7.2 Stress limitation 7.3 Crack control [INHALT 37.3 LIMIT STATES OF CRACKING7.3.1 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 8.4 Anchorage of longitudinal reinforcemen bars 8.3 Permissible mandrel diameters for bent 8.4.1 General 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 5
prEN 1992-1-1:2003 (E) 5 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 reinforcement 6.4.5 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 using damage equivalent stress range 7. Serviceability limit states (SLS) 7.1 General 7.2 Stress limitation 7.3 Crack control {INHALT \l3 "7.3 LIMIT STATES OF CRACKING} 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 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