1、December 2010 Translation by DIN-Sprachendienst.English price group 29No 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).I
2、CS 91.010.30; 91.080.10; 91.080.40; 93.040!$llj“1737371www.din.deDDIN EN 1994-2Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridges(includes Corrigendum AC:2008)English translation of DIN EN 1994-2:2010-12Eurocode 4: Bemessung und Konstruktion von
3、 Verbundtragwerken aus Stahl und Beton Teil 2: Allgemeine Bemessungsregeln und Anwendungsregeln fr Brcken(enthlt Berichtigung AC:2008)Englische bersetzung von DIN EN 1994-2:2010-12Eurocode 4: Calcul des structures mixtes acier-beton Partie 2: Rgles gnrales et rgles pour les ponts(Corrigendum AC:2008
4、 inclus)Traduction anglaise de DIN EN 1994-2:2010-12SupersedesDIN EN 1994-2:2006-07 andDIN EN 1994-2 www.beuth.deDocument comprises 93 pagesIn case of doubt, the German-language original shall be considered authoritative.Corrigendum 1:2008-110 .11 2DIN EN 1994-2:2010-12 2 A comma is used as the deci
5、mal marker. National foreword This standard has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes” (Secretariat: BSI, United Kingdom). The responsible German body involved in its preparation was the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee), Wo
6、rking Committee NA 005-08-24 AA Verbundbrcken (SpA zu CEN/TC 250/SC 4/PT 2). This European Standard is part of a series of standards 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
7、Commission, reference is made to transitional periods for the introduction of the Eurocodes in the Member states. The 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 possibil
8、ity that some of the elements of this document may be the subject of patent rights. DIN and/or DKE shall not be held 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
9、differs from DIN V ENV 1994-2:2000-06 as follows: a) the comments received from the national standards bodies have been incorporated; b) the standard has been completely revised; c) the prestandard status has been changed to that of a full standard. Compared with DIN EN 1994-2:2006-07 and DIN EN 199
10、4-2 Corrigendum 1:2008-11, the following corrections have been made: a) this standard is the consolidated version of the previous 2005 edition with Corrigendum 1:2008; b) the standard has been editorially revised. Previous editions DIN V ENV 1994-2: 2000-06 DIN EN 1994-2: 2006-07 DIN EN 1994-2 Corri
11、gendum 1: 2008-11 EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 1994-2 October 2005 + AC July 2008 ICS 91.010.30; 91.080.10; 91.080.40; 93.040 English version Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridges Eurocode 4: Calcul des struc
12、tures mixtes acier-bton Partie 2: Rgles gnrales et rgles pour les ponts Eurocode 4: Bemessung und Konstruktion von Verbundtragwerken aus Stahl und Beton Teil 2: Allgemeine Bemessungsregeln und Anwendungsregeln fr Brcken EN 1994-2:2005 was approved by CEN on 2005-07-07 and Amendment AC:2008 on 2008-0
13、7-30. 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. Up-to-date lists and bibliographical references concerning such national standards may be obtaine
14、d on application to the Management Centre or to any CEN member. The European Standards exist 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
15、has the same status as the official versions. CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
16、 Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EUROPEAN COMMITTEE FOR STANDARDIZATION COMIT EUROPEN DE NORMALISATIONEUROPISCHES KOMITEE FR NORMUNG Management Centre: Avenue Marnix 17, B-1000 Brussels 2008 CEN All rights of exploitation in any form and
17、by any means reserved worldwide for CEN national Members. Ref. No. EN 1994-2:2005 + AC:2008 E2 Contents Page 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 ref
18、erence standards 12 1.2.2 Other reference standards12 1.2.3 Additional general and other 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
19、Standard 14 1.5.2.1 Composite member 14 1.5.2.2 Shear connection 14 1.5.2.3 Composite 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 1 1.5.2.9 Propped structure or member 15 1.5.2.10 Un-propped structure
20、or member. 15 1.5.2.11 Un-cracked flexural stiffness 15 1.5.2.12 Cracked flexural stiffness 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.
21、 22 2.3.1 Actions and environmental influences 22 2.3.2 Material and product properties. 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.
22、1.3 Design values of geometrical data. 23 2.4.1.4 Design resistances . 23 2.4.2 Combination of actions 24 2.4.3 Verification of static equilibrium (EQU) 24 DIN EN 1994-2:2010-12 EN 1994-2:2005 + AC:2008 (E)4Foreword to EN 1994-2:2005 + AC:2008.3Section 3 Materials 24 3.1 Concrete 24 3.2 Reinforcing
23、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 stud 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-concret
24、e interface in bridges.25 Section 5 Structural analysis 25 5.1 Structural modelling for analysis 25 5.1.1 Structural modelling 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.
25、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 Calculation 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 G
26、eneral 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 construction 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 bri
27、dges 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 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 Classific
28、ation of sections of filler beam decks for bridges. 36 Section 6 Ultimate limit states. 36 6.1 Beams . 36 6.1.1 Beams in bridges - eneral 36 6.1.2 Effective width for verification of cross-sections 36 DIN EN 1994-2:2010-12 EN 1994-2:2005 + AC:2008 (E)g4 6.2 Resistances of cross-sections of beams36 6
29、.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 beams 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 S
30、cope 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 rules 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 Resista
31、nce and stability of steel beams during execution 44 6.4 Lateral-torsional buckling of composite beams 44 6.4.1 General 44 DIN EN 1994-2:2010-12 EN 1994-2:2005 + AC:2008 (E)6.4.2 Beams in bridges with uniform cross-sections in Class 1, 2 or 3. 44 6.4.3 General methods for buckling of members and fra
32、mes 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 6.6.1.1 Basis of design 46 6.6.1.2 Ultimate limit states other than fatigue 47 6.6.2 Longitudinal shear
33、force in beams for bridges 48 6.6.2.1 Beams in which elastic or non-linear theory is used for resistances of cross-sections48 6.6.2.2 Beams in bridges with some cross-sections in Class 1 or 2 48 6.6.2.3 Local effects of concentrated longitudinal shear force due to introduction of longitudinal forces
34、. 49 6.6.2.4 Local effects of concentrated longitudinal shear forces at sudden change of cross-section. 51 6.6.3 Headed stud connectors in solid slabs and concrete encasement 52 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
35、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 for bridges. 53 6.6.5.3 Local reinforcement in the slab. 54 6.6.5.4 Haunches other than formed by profiled steel sheeting.
36、 54 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 shear 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 a
37、nd 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 General 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
38、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 6.7.4.2 Load introduction. 67 6.7.4.3 Longitudinal shear outside the areas of load introduction 70 6.7.5 Detailing Provisions. 71 6
