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
prEN19921-1:2003(E) 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 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 du 8.10.1.1 General 8.10. 1.2 Pre-tensioned tend 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 reinforceme 9.2.1.2 Other detailing arrangemen cement areas 9.2.1.1 Minimum and maximum reinfo 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 suppor 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 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 5 Columns
prEN 1992-1-1:2003 (E) 6 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 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
prEN19921-1:2003(E 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 structures 10.1 General 10.1.1 Special terms used in this section 10.2 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 steel 10.5 Structural analysis 0.5.1 General 10.5.2 Losses of prestress 10.9 Particular rules for design and detailing 10.9.1 Restraining moments in slabs 0.9.2 Wall to floor connections 10.9.3 Floor systems 10.9.4 Connections and supports for precast elements 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
prEN 1992-1-1:2003 (E) 7 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 structures 10.1 General 10.1.1 Special terms used in this section 10.2 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 steel 10.5 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 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
prEN19921-1:2003(E) 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 Scope 11.1.2 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 bars 11.8.2 Ultimate bond stress 11.9 Detailing of members and particular rules 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 Strength 12.3 Materials 12.3.1 Concrete: additional design assumptions
prEN 1992-1-1:2003 (E) 8 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 Scope 11.1.2 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 bars 11.8.2 Ultimate bond stress 11.9 Detailing of members and particular rules 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 Strength 12.3 Materials 12.3.1 Concrete: additional design assumptions
prEN1992-1-1:2003(E 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 failure 12.6.3 Shea 12.6.4 Torsion 12.6.5 Ultimate limit states induced by structural deformation(buckling) 12.6.5. 1 Slenderness of columns and walls 12.6.5.2 Simplified design method for walls and columns 12.7 Serviceability limit states 12.9 Detailing of members and particular rules 12.9.1 Structural members 12.9.2 Construction joints 12.9.3 Strip and pad footings Annexes A(Informative) Modification of partial factors for materials B(Informative) Creep and shrinkage strain C(Normative) Reinforcement properties D(Informative) Detailed calculation method for prestressing steel relaxation losses E(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 structures nformati Analysis of flat slabs and shear walls J(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 bs. cEn/Tc250 is responsible for all Structural eurocodes The text of the draft standard was submitted to the formal vote and was approved by cen as EN 1992-1-1 on YYYY-MM-DD This Eurocode supersedes En1992-1-1,1992-1-3,1992-1-4,1992-1-5,1992-1-6and19923 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 h, 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 urocodes programme, which led to the first generation of European codes in the 1980s
prEN 1992-1-1:2003 (E) 9 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 Failure 12.6.3 Shear 12.6.4 Torsion 12.6.5 Ultimate limit states induced by structural deformation (buckling) 12.6.5.1 Slenderness of columns and walls 12.6.5.2 Simplified design method for walls and columns 12.7 Serviceability limit states 12.9 Detailing of members and particular rules 12.9.1 Structural members 12.9.2 Construction joints 12.9.3 Strip and pad footings Annexes A (Informative) Modification of partial factors for materials B (Informative) Creep and shrinkage strain C (Normative) Reinforcement properties D (Informative) Detailed calculation method for prestressing steel relaxation losses E (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 structures I (Informative) Analysis of flat slabs and shear walls J (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 ª, the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes. The text of the draft standard was submitted to the formal vote and was approved by CEN as EN 1992-1-1 on YYYY-MM-DD. This Eurocode supersedes ENV 1992-1-1, 1992-1-3, 1992-1-4, 1992-1-5, 1992-1-6 and 1992-3. 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
prEN19921-1:2003(E) In 1989. the Commission and the member states of the eu and efta decided on the basis of an agreement 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 vith a future status of European Standard (EN). This links de facto the Eurocodes with the provisions of all the Council's Directives and/or Commissions 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 EF TA 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 EN1990 Eurocode 0: Basis of Structural Design EN1991 Eurocode 1: Actions on structures EN1992 Eurocode 2: Design of concrete structures EN1993 Eurocode 3: Design of steel structures EN1994 Eurocode 4: Design of composite steel and concrete structures EN1995 Eurocode 5: Design of timber structures EN1996 Eurocode 6: Design of masonry structures EN1997 Eurocode 7: Geotechnical design EN1998 Eurocode 8: Design of structures for earthquake resistance EN1999 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 Ef Ta recognise that Eurocodes serve as reference documents for the following purposes s a means to prove compliance of building and civil engineering works with the essenti 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 Documents referred to in Article 12 of the CPD, although they are of a different nature from harmonised product standards. Therefore, technical aspects greement 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 According 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 req lirements and the mandates for harmonised ens and etags/etas 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 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
prEN 1992-1-1:2003 (E) 10 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 Councilís Directives and/or Commissionís 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 : ñ as a means to prove compliance of building and civil engineering works with the essential requirements of Council Directive 89/106/EEC, particularly Essential Requirement N°1 ñ Mechanical resistance and stability ñ and Essential Requirement N°2 ñ Safety in case of fire; ñ as a basis for specifying contracts for construction works and related engineering services; ñ 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 1 Agreement 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). 2 According 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