EN 1994-2-2005 en Eurocode 4 - Design of composite steen and concrete structures - Part 2 General rules and rules for bridges (Incorporating corrigendum July 2008)《欧洲法规4 复合钢和混凝土结构的.pdf

1、BRITISH STANDARDBS EN 1994-2:2005Eurocode 4 Design of composite steel and concrete structures Part 2: General rules and rules for bridges ICS 91.010.30; 91.080.10; 91.080.40; 93.040g49g50g3g38g50g51g60g44g49g42g3g58g44g55g43g50g56g55g3g37g54g44g3g51g40g53g48g44g54g54g44g50g49g3g40g59g38g40g51g55g3g3

2、6g54g3g51g40g53g48g44g55g55g40g39g3g37g60g3g38g50g51g60g53g44g42g43g55g3g47g36g58corrigendum July 2008Incorporating BS EN 1994-2:2005ISBN 978 0 580 64129 9Amendments/corrigenda issued since publicationDate Comments 28 February 2010 Implementation of CEN corrigendum July 2008National forewordThis Bri

3、tish Standard is the UK implementation ofEN 1994-2:2005, incorporating corrigendum July 2008. It supersedes DD ENV 1994-2:2001 which is withdrawn.The start and finish of text introduced or altered by corrigendum is indicated in the text by tags. Text altered by CEN corrigendum July 2008 is indicated

4、 in the text by .The structural Eurocodes are divided into packages by grouping Eurocodes for each of the main materials, concrete, steel, composite concrete and steel, timber, masonry and aluminium. This is to enable a common date of withdrawal (DOW) for all the relevant parts that are needed for a

5、 particular design. The conflicting national standards will be withdrawn at the end of the coexistence period, after all the EN Eurocodes of a package are available.Following publication of the EN, there is a period of allowed for the national calibration during which the National Annex is issued, f

6、ollowed by a coexistence period of a maximum of three year. During the coexistence period Member States will be encouraged to adapt their national provisions.At the end of this coexistence period, the conflicting parts ofnational standards will be withdrawn.In the UK, the corresponding national stan

7、dard is: BS 5400-5:1979, Steel, concrete and composite bridges Code of practice for design of composite bridgesand based on this transition period this standard will be withdrawn on a date to be announced, but at the latest by March 2010.The UK participation in its preparation was entrusted by Techn

8、ical Committee B/525, Building and civil engineering structures, to Subcommittee B/525/4, Composite structures.A list of organizations represented on this subcommittee can be obtained on request to its secretary.This British Standard was published under the authority of the Standards Policy and Stra

9、tegy Committee on 2 December 2005 BSI 2010Where a normative part of this EN allows for a choice to be made at the national level, the range and possible choice will be given in the normative text, and a note will qualify it as a Nationally Determined Parameter (NDP). NDPs can be a specific value for

10、 a factor, a specific level or class, a particular method or a particular application rule if several are proposed in the EN. To enable EN 1994-2 to be used in the UK, the NDPs will be published in a National Annex, which will be made available by BSI in due course, after public consultation has tak

11、en place.This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application.Compliance with a British Standard cannot confer immunity from legal obligations.BS EN 1994-2:2005iblankEUROPEAN STANDARDNORME EUROPENNEEUROPISCHE NORME

12、N 1994-2October 2005ICS 91.010.30; 91.080.10; 91.080.40; 93.040 Supersedes ENV 1994-2:1997 English VersionEurocode 4 - Design of composite steen and concrete structures- Part 2: General rules and rules for bridgesEurocode 4 - Calcul des structures mixtes acier-bton -Partie 2: Rgles gnrales et rgles

13、pour les pontsEurocode 4 - Bemessung und konstruktion vonVerbundtragwerken aus Stahl und Beton - Teil 2:Allgemeine Bemessungsregeln und Anwendungsregeln frBrckenThis European Standard was approved by CEN on 7 July 2005.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which s

14、tipulate 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 e

15、xists 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 bod

16、ies 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 S

17、TANDARDIZATIONCOMIT EUROPEN DE NORMALISATIONEUROPISCHES KOMITEE FR NORMUNGManagement Centre: rue de Stassart, 36 B-1050 Brussels 2005 CEN All rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1994-2:2005: EIncorporating corrigendum July 20082C

18、ontents Page Foreword. 7 Section 1 General 11 1.1 Scope 11 1.1.1 Scope of Eurocode 4 11 1.1.2 Scope of Part 1-1 of Eurocode 4. 11 1.1.3 Scope of Part 2 of Eurocode 4 12 1.2 Normative references 12 1.2.1 General reference standards 12 1.2.2 Other reference standards12 1.2.3 Additional general and oth

19、er reference standards for composite bridges 13 1.3 Assumptions 13 1.4 Distinction between principles and application rules 14 1.5 Definitions14 1.5.1 General 14 1.5.2 Additional terms and definitions used in this Standard 14 1.5.2.1 Composite member 14 1.5.2.2 Shear connection 14 1.5.2.3 Composite

20、behaviour 14 1.5.2.4 Composite beam14 1.5.2.5 Composite column.14 1.5.2.6 Composite slab 14 1.5.2.7 Composite frame 14 1.5.2.8 Composite joint 15 1.5.2.9 Propped structure or member 15 1.5.2.10 Un-propped structure or member. 15 1.5.2.11 Un-cracked flexural stiffness 15 1.5.2.12 Cracked flexural sti

21、ffness 15 1.5.2.13 Prestress 15 1.5.2.14 Filler beam deck 15 1.5.2.15 Composite plate 15 1.6 Symbols 15 Section 2 Basis of design. 22 2.1 Requirements 22 2.2 Principles of limit states design 22 2.3 Basic variables. 22 2.3.1 Actions and environmental influences 22 2.3.2 Material and product properti

22、es. 22 2.3.3 Classification of actions 22 2.4 Verification by the partial factor method 23 2.4.1 Design values 23 2.4.1.1 Design values of actions. 23 2.4.1.2 Design values of material or product properties. 23 2.4.1.3 Design values of geometrical data. 23 2.4.1.4 Design resistances . 23 2.4.2 Combi

23、nation of actions 24 2.4.3 Verification of static equilibrium (EQU) 24 BS EN 1994-2:2005EN 1994-2:2005 (E) EN 1994-2:2005 (E) 3Section 3 Materials 24 3.1 Concrete 24 3.2 Reinforcing steel for bridges 24 3.3 Structural steel for bridges 24 3.4 Connecting devices. 24 3.4.1 General. 24 3.4.2 Headed stu

24、d shear connectors. 24 3.5 Prestressing steel and devices 25 3.6 Tension components in steel 25 Section 4 Durability. 25 4.1 General. 25 4.2 Corrosion protection at the steel-concrete interface in bridges.25 Section 5 Structural analysis 25 5.1 Structural modelling for analysis 25 5.1.1 Structural m

25、odelling and basic assumptions 25 5.1.2 Joint modelling 25 5.1.3 Ground-structure interaction 26 5.2 Structural stability 26 5.2.1 Effects of deformed geometry of the structure 26 5.2.2 Methods of analysis for bridges 26 5.3 Imperfections 26 5.3.1 Basis 26 5.3.2 Imperfections for bridges 27 5.4 Calc

26、ulation of action effects 27 5.4.1 Methods of global analysis. 27 5.4.1.1 General. 27 5.4.1.2 Effective width of flanges for shear lag. 28 5.4.2 Linear elastic analysis. 29 5.4.2.1 General 29 5.4.2.2 Creep and shrinkage 29 5.4.2.3 Effects of cracking of concrete. 30 5.4.2.4 Stages and sequence of co

27、nstruction 31 5.4.2.5 Temperature effects 31 5.4.2.6 Pre-stressing by controlled imposed deformations. 32 5.4.2.7 Pre-stressing by tendons 32 5.4.2.8 Tension members in composite bridges 32 5.4.2.9 Filler beam decks for bridges. 33 5.4.3 Non-linear global analysis for bridges 34 5.4.4 Combination of

28、 global and local action effects 34 5.5 Classification of cross-sections 34 5.5.1 General 34 5.5.2 Classification of composite sections without concrete encasement 35 5.5.3 Classification of sections of filler beam decks for bridges. 36 Section 6 Ultimate limit states. 36 6.1 Beams . 36 6.1.1 Beams

29、in bridges - General 36 6.1.2 Effective width for verification of cross-sections 36 BS EN 1994-2:200546.2 Resistances of cross-sections of beams36 6.2.1 Bending resistance. 36 6.2.1.1 General 36 6.2.1.2 Plastic resistance moment Mpl,Rdof a composite cross-section 37 6.2.1.3 Additional rules for beam

30、s in bridges 38 6.2.1.4 Non-linear resistance to bending 38 6.2.1.5 Elastic resistance to bending 40 6.2.2 Resistance to vertical shear 40 6.2.2.1 Scope 40 6.2.2.2 Plastic resistance to vertical shear. 41 6.2.2.3 Shear buckling resistance 41 6.2.2.4 Bending and vertical shear 41 6.2.2.5 Additional r

31、ules for beams in bridges 41 6.3 Filler beam decks 42 6.3.1 Scope 42 6.3.2 General 43 6.3.3 Bending moments 43 6.3.4 Vertical shear 43 6.3.5 Resistance and stability of steel beams during execution 44 6.4 Lateral-torsional buckling of composite beams 44 6.4.1 General 44 6.4.2 Beams in bridges with u

32、niform cross-sections in Class 1, 2 and 3. 44 6.4.3 General methods for buckling of members and frames 46 6.4.3.1 General method. 46 6.4.3.2 Simplified method 46 6.5 Transverse forces on webs 46 6.5.1 General 46 6.5.2 Flange-induced buckling of webs 46 6.6 Shear connection. 46 6.6.1 General 46 6.6.1

33、.1 Basis of design 46 6.6.1.2 Ultimate limit states other than fatigue 47 6.6.2 Longitudinal shear force in beams for bridges 47 6.6.2.1 Beams in which elastic or non-linear theory is used for resistances of cross-sections47 6.6.2.2 Beams in bridges with some cross-sections in Class 1 or 2 and inela

34、stic behaviour 48 6.6.2.3 Local effects of concentrated longitudinal shear force due to introduction of longitudinal forces. 49 6.6.2.4 Local effects of concentrated longitudinal shear force at sudden change of cross-section. 51 6.6.3 Headed stud connectors in solid slabs and concrete encasement 52

35、6.6.3.1 Design resistance 52 6.6.3.2 Influence of tension on shear resistance. 53 6.6.4 Headed studs that cause splitting in the direction of the slab thickness. 53 6.6.5 Detailing of the shear connection and influence of execution 53 6.6.5.1 Resistance to separation 53 6.6.5.2 Cover and concreting.

36、 53 6.6.5.3 Local reinforcement in the slab. 54 6.6.5.4 Haunches other than formed by profiled steel sheeting. 54 BS EN 1994-2:2005EN 1994-2:2005 (E) EN 1994-2:2005 (E) 56.6.5.5 Spacing of connectors 54 6.6.5.6 Dimensions of the steel flange 55 6.6.5.7 Headed stud connectors. 55 6.6.6 Longitudinal s

37、hear in concrete slabs. 56 6.6.6.1 General 56 6.6.6.2 Design resistance to longitudinal shear. 56 6.6.6.3 Minimum transverse reinforcement 57 6.7 Composite columns and composite compression members. 57 6.7.1 General 57 6.7.2 General method of design 59 6.7.3 Simplified method of design 59 6.7.3.1 Ge

38、neral and scope 596.7.3.2 Resistance of cross-sections 60 6.7.3.3 Effective flexural stiffness, steel contribution ratio and relative slenderness 62 6.7.3.4 Methods of analysis and member imperfections 63 6.7.3.5 Resistance of members in axial compression 64 6.7.3.6 Resistance of members in combined compression and uniaxial bending 66 6.7.3.7 Combined compression and biaxial bending 66 6.7.4 Shear connection and load introduction 67 6.7.4.1 General 67