DIN EN 1992-1-1-2011 en 1445 Eurocode 2 Design of concrete structures - Part 1-1 General rules and rules for buildings German version EN 1992-1-1 2004 + AC 2010《欧洲法规2 混凝土结构设计 第1-1部.pdf

1、January 2011 Translation by DIN-Sprachendienst.English price group 41No part of this translation may be reproduced without prior permission ofDIN Deutsches Institut fr Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany,has the exclusive right of sale for German Standards (DIN-Normen).IC

2、S 91.010.30; 91.080.40!$m17“1741420www.din.deDDIN EN 1992-1-1Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings(includes Corrigendum AC:2010)English translation of DIN EN 1992-1-1:2011-01Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragw

3、erken Teil 1-1: Allgemeine Bemessungsregeln und Regeln fr den Hochbau(enthlt Berichtigung AC:2010)Englische bersetzung von DIN EN 1992-1-1:2011-01Eurocode 2: Calcul des structures en bton Partie 1-1: Rgles gnrales et rgles pour les btiments(Corrigendum AC:2010 inclus)Traduction anglaise de DIN EN 19

4、92-1-1:2011-01Supersedes DIN EN 1992-1-1:2005-10;together with DIN EN 1992-1-1/NA:2011-01, DIN EN 1992-3:2011-01 and DIN EN 1992-3/NA:2011-01supersedes DIN 1045-1:2008-08;supersedes DIN EN 1992-1-1 Corrigendum 1:2010-01Supersedes: see belowwww.beuth.deDocument comprises 229 pagesIn case of doubt, th

5、e German-language original shall be considered authoritative.02.11 DIN EN 1992-1-1:2011-01 2 A comma is used as the decimal marker. National foreword This standard has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes” (Secretariat: BSI, United Kingdom). The responsible German bo

6、dy involved in its preparation was the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee), Working Committee NA 005-07-01 AA Bemessung und Konstruktion (Sp CEN/TC 250/SC 2). EN 1992-1-1 was approved by CEN on 16 April 2004. This European Standard is part of a series of sta

7、ndards dealing with structural design (Eurocodes) which are intended to be used as a package. In Guidance Paper L on the application and use of Eurocodes, issued by the EU Commission, reference is made to compulsory transitional periods for the introduction of the Eurocodes in the member states. The

8、 transitional periods are given in the Foreword of this standard. In Germany, this standard is to be applied in conjunction with the National Annex. Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. DIN and/or DKE shall not be held

9、responsible for identifying any or all such patent rights. The start and finish of text introduced or altered by amendment is indicated in the text by tags . Amendments This standard differs from DIN V ENV 1992-1-1:1992-06, DIN V ENV 1992-1-3:1994-12, DIN V ENV 1992-1-4:1994-12, DIN V ENV 1992-1-5:1

10、994-12, DIN V ENV 1992-1-6:1994-12 and DIN V ENV 1992-3:2000-12 as follows: a) the prestandard status has been changed to that of a full standard; b) the comments received from the national standards bodies have been taken into account and the text of the standard has been completely revised; c) for

11、 additional rules for precast concrete elements and structures, see Clause 10 (previously DIN V ENV 1992-1-3); d) for lightweight aggregated concrete structures, see Clause 11 (previously DIN V ENV 1992-1-4); e) general rules for structures with unbonded and external prestressing tendons have been i

12、ncorporated in the text (previously DIN V ENV 1992-1-5); f) for additional rules for plain concrete structures, see Clause 12 (previously DIN V ENV 1992-1-6); g) rules for the design of concrete foundations have been incorporated in the text (previously DIN V ENV 1992-3); h) in the German version of

13、 this standard, the terminology of DIN 1045-1 has been largely adopted. Compared with DIN EN 1992-1-1:2005-10, DIN EN 1992-1-1 Corrigendum 1:2010-01 and DIN 1045-1:2008-08, the following corrections have been made: DIN EN 1992-1-1:2011-01 3 Previous editions DIN 1045: 1925-09, 1932-04, 1937-05, 1943

14、xxx, 1959-11, 1972-01, 1978-12, 1988-07 DIN 1045-1: 2001-07, 2008-08 DIN 1045-1 Corrigendum 1: 2002-07 DIN 1045-1 Corrigendum 2: 2005-06 DIN 1046: 1925-09, 1932-04, 1935-12, 1943x DIN 1047: 1925-09, 1932-04, 1937-05, 1943x DIN 4028: 1938-10 DIN 4030: 1954-09 DIN 4163: 1951-02 DIN 4219-2: 1979-12 DIN

15、 4225: 1943, 1951xx-02, 1960-07 DIN 4227-1: 1953x-10, 1979-12, 1988-07 DIN 4227-1/A1: 1995-12 DIN 4227-2: 1984-05 DIN V 4227-4: 1985-12 DIN 4227-4: 1986-02 DIN 4229: 1950-07 DIN 4233: 1951-03, 1953x-12 DIN 4420: 1952x-01 DIN V 18932-1: 1991-10 DIN V ENV 1992-1-1: 1992-06 DIN V ENV 1992-1-3: 1994-12

16、DIN V ENV 1992-1-4: 1994-12 DIN V ENV 1992-1-5: 1994-12 DIN V ENV 1992-1-6: 1994-12 DIN V ENV 1992-3: 2000-12 DIN EN 1992-1-1: 2005-10 DIN EN 1992-1-1 Corrigendum 1: 2010-01 a) the standard has been based on European design rules; b) superseding notes have been corrected; c) this standard is the con

17、solidated version of the previous 2004 edition with Corrigendum AC:2008 and Corrigendum AC:2010; d) the standard has been editorially revised. DIN EN 1992-1-1:2011-01 4 This page is intentionally blank EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 1992-1-1 December 2004 + AC November 2010 ICS

18、 91.080.40; 91.010.30 English version Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings Eurocode 2: Calcul des structures en bton Partie 1-1: Rgles gnrales et rgles pour les btiments Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragwerk

19、en Teil 1-1: Allgemeine Bemessungsregeln und Regeln fr den Hochbau EN 1992-1-1:2004 was approved by CEN on 2004-04-16 and Corrigendum AC:2010 on 2010-11-10. CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the

20、status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the Management Centre or to any CEN member. The European Standards exist in three official versions (English, French, German). A

21、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, Bulgaria, Croatia, Cyprus, Czech Rep

22、ublic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EUROPEAN COMMITTEE FOR STANDARDIZATION COMIT EUROPEN D

23、E NORMALISATIONEUROPISCHES KOMITEE FR NORMUNG Management Centre: Avenue Marnix 17, B-1000 Brussels 2010 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 1992-1-1:2004 + AC:2010 ESupersedes ENV 1992-1-1:1991, ENV 1992-1-3:1994, ENV 1

24、992-1-4:1994, ENV 1992-1-5:1994, ENV 1992-1-6:1994, ENV 1992-3:1998 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 pr

25、inciples 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 Require

26、ments 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/movement

27、s 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 Desig

28、n 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

29、 2.5 Design assisted by testing 2.6 Supplementary requirements for foundations 2.7 Requirements for fastenings EN 1992-1-1:2004 + AC:2010 (E)DIN EN 1992-1-1:2011-01 2 Foreword to EN 1992-1-1:2004 + AC:2010 3. Materials 3.1 Concrete 3.1.1 General 3.1.2 Strength 3.1.3 Elastic deformation 3.1.4 Creep a

30、nd 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 cross-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.

31、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

32、.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

33、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, cmin4.4.1.3 Allowance in design for deviation 5. Structural analysis 5.1 General 5.1.1 General requirements 5.1.2 Special requirements for foundations 5.1.3 Load cases and combina

34、tions 5.1.4 Second order effects EN 1992-1-1:2004 + AC:2010 (E)DIN EN 1992-1-1:2011-01 3 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 bea

35、ms and slabs in buildings 5.4 Linear elastic analysis 5.5 Linear elastic 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 strut and tie models 5.7 Non-linear analysis 5.8 Analysis of

36、 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 riterion 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 M

37、ethods 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 5.8.9 Biaxial bending 5.9 Lateral instability of slender beams 5.10 Prestressed member

38、s 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-tensi

39、oning 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 st

40、ate 5.10.9 Effects of prestressing at serviceability limit state and limit state of fatigue 5.11 Analysis for some particular structural members EN 1992-1-1:2004 + AC:2010 (E)DIN EN 1992-1-1:2011-01 4 c5.8.8.2 Bending moments 5.8.8.3 Curvature 6. Ultimate limit states (ULS) 6.1 Bending with or witho

41、ut 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 6.2.5 Shear at the interface between concretes cast at different times 6.3 Torsion 6.3.1 General

42、 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 base

43、s 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.

44、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 G

45、eneral 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 re

46、inforcement 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 EN 1992-1-1:2004 + AC:2010 (E)DIN EN 1992-1-1:2011-01 5 8.4.2 Ultimate bond stress 8.4.3 Basic anchorage length 8.4

47、.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 rei

48、nforcement 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

49、 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 8.10.3 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 reinforcemen