SIST EN 1992-2:2005

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Eurocode 2 - Design of concrete structures - Concrete bridges - Design and detailing rulesEvrokod 2: Projektiranje betonskih konstrukcij – 2. del: Betonski mostovi – Projektiranje in pravila za konstruiranjeEurocode 2 - Calcul des structures en béton - Partie 2: Ponts en béton - Calcul et dispositions constructivesEurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragwerken - Teil 2: Betonbrücken - Bemessungs- und KonstruktionsregelnTa slovenski standard je istoveten z:EN 1992-2:2005SIST EN 1992-2:2005en93.040Gradnja mostovBridge construction91.080.40Betonske konstrukcijeConcrete structures91.010.30Technical aspectsICS:SIST ENV 1992-2:20041DGRPHãþDSLOVENSKI
STANDARDSIST EN 1992-2:200501-december-2005







EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 1992-2October 2005ICS 93.040; 91.010.30; 91.080.40Supersedes ENV 1992-2:1996
English VersionEurocode 2 - Design of concrete structures - Concrete bridges -Design and detailing rulesEurocode 2 - Calcul des structures en béton - Partie 2:Ponts en béton - Calcul et dispositions constructivesEurocode 2 - Planung von Stahlbeton- undSpannbetontragwerken - Teil 2: Betonbrücken - Planungs-und AusführungsregelnThis European Standard was approved by CEN on 25 April 2005.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate 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 exists 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 bodies 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 STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2005 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1992-2:2005: E



EN 1992-2:2005 (E)2NOTEThis contents list includes sections, clauses and annexes that have been introduced or modified in EN 1992-2.ContentsPageSECTION 1General.71.1Scope.71.1.2Scope of Part 2 of Eurocode 2.71.106Symbols.7SECTION 2Basis of Design.13SECTION 3Materials.133.1Concrete.133.1.2Strength.133.1.6Design compressive and tensile strengths.133.2Reinforcing steel.143.2.4Ductility characteristics.14SECTION 4Durability and cover to reinforcement.154.2Environmental conditions.154.3Requirements for durability.154.4Methods of verifications.154.4.1Concrete cover.154.4.1.2Minimum cover, cmin.15SECTION 5Structural analysis.175.1General.185.1.1General requirements.185.1.3Load cases and combinations.185.2Geometric imperfections.185.3Idealisation of the structure.185.3.1Structural models for overall analysis.185.3.2Geometric data.185.3.2.2Effective span of beams and slabs.185.5Linear elastic analysis with limited redistribution.195.6Plastic analysis.195.6.1General.195.6.2Plastic analysis for beams, frames and slabs.205.6.3Rotation capacity.205.7Non-linear analysis.205.8Analysis of second order effects with axial load.215.8.3Simplified criteria for second order effects.215.8.3.3Global second order effects in buildings.215.8.4Creep.215.10Prestressed members and structures.215.10.1General.215.10.8Effects of prestressing at ultimate limit state.21SECTION 6Ultimate Limit States (ULS).226.1Bending with or without axial force.226.2Shear.246.2.2Members not requiring design shear reinforcement.246.2.3Members requiring design shear reinforcement.256.2.4Shear between web and flanges of T-sections.286.2.5Shear at the interface between concrete cast at different times.296.2.106Shear and transverse bending.296.3Torsion.296.3.2Design procedure.296.7Partially loaded areas.326.8Fatigue.326.8.1Verification conditions.32



EN 1992-2:2005 (E)36.8.4Verification procedure for reinforcing and prestressing steel.336.8.7Verification of concrete under compression or shear.336.109Membrane elements.34SECTION 7Serviceability Limit States (SLS).367.2Stresses.367.3Crack control.367.3.1General considerations.367.3.2Minimum reinforcement areas.377.3.3Control of cracking without direct calculation.397.3.4Calculation of crack widths.397.4Deflection control.397.4.1General considerations.397.4.2Cases where calculations may be omitted.39SECTION 8Detailing of reinforcement and prestressing tendons — General.408.9Bundled bars.418.9.1General.418.10Prestressing tendons.418.10.3Anchorage zones of post-tensioned members.418.10.4Anchorages and couplers for prestressing tendons.41SECTION 9Detailing of members and particular rules.439.1General.439.2Beams.439.2.2Shear reinforcement.439.5Columns.449.5.3Transverse reinforcement.449.7Deep beams.449.8Foundations.449.8.1Pile caps.449.10Tying systems.44SECTION 10Additional rules for precast concrete elements and structures.4510.1General.4510.9Particular rules for design and detailing.4510.9.7Tying systems.45SECTION 11Lightweight aggregate concrete structures.4611.9Detailing of members and particular rules.46SECTION 12Plain and lightly reinforced concrete structures.46SECTION 113Design for the execution stages.47113.1General.47113.2Actions during execution.47113.3Verification criteria.47113.3.1Ultimate limit states.47113.3.2Serviceability limit states.48ANNEX A (informative)
Modification of partial factors for materials.49ANNEX B (informative)
Creep and shrinkage strain.49ANNEX C (normative)
Properties of reinforcement suitable for use with this Eurocode.55ANNEX D (informative)
Detailed calculation method for prestressing steel relaxation losses.55Annex E (informative)
Indicative strength classes for durability.55Annex F (Informative)
Tension reinforcement expressions for in-plane stress conditions.56Annex G (informative)
Soil structure interaction.58Annex H (informative)
Global second order effects in structures.58Annex I (informative)
Analysis of flat slabs and shear walls.59



EN 1992-2:2005 (E)4Annex J (informative)
Detailing rules for particular situations.60Annex KK (informative)
Structural effects of time dependent behaviour of concrete.63Annex LL (informative)
Concrete shell elements.68Annex MM (informative)
Shear and transverse bending.75Annex NN (informative)
Damage equivalent stresses for fatigue verification.77ANNEX OO (informative)
Typical bridge discontinuity regions.86Annex PP (informative)
Safety format for non linear analysis.92Annex QQ (informative)
Control of shear cracks within webs.95



EN 1992-2:2005 (E)5ForewordThis European Standard (EN 1992-2:2005) has been prepared by Technical Committee CEN/TC 250“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all StructuralEurocodes.This European Standard shall be given the status of a national standard, either by publication of an identicaltext or by endorsement, at the latest by April 2006, and conflicting national standards shall be withdrawn at thelatest by March 2010.According to the CEN/CENELEC Internal Regulations, the national standards organizations of the followingcountries are bound to implement this European Standard: 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, Switzerlandand the United Kingdom.This Eurocode supersedes ENV 1992-2.Background to the Eurocode programmeSee EN 1992-1-1.Status and field of application of EurocodesSee EN 1992-1-1.National Standards implementing EurocodesSee EN 1992-1-1.Links between Eurocodes and harmonised technical specifications (ENs and ETAs) forproductsSee EN 1992-1-1.Additional information specific to EN 1992-2 and link to EN 1992-1-1EN 1992-2 describes the principles and requirements for safety, serviceability and durability of concretestructures, together with specific provisions for bridges. It is based on the limit state concept used inconjunction with a partial factor method.⎯ EN 1992-2 gives Principles and Application Rules for the design of bridges in addition to those stated inEN 1992-1-1. All relevant clauses of EN 1992-1-1 are applicable to the design of bridges unlessspecifically deleted or varied by EN 1992-2. It has been appropriate to introduce in EN 1992-2 somematerial, in the form of new clauses or amplifications of clauses in EN 1992-1-1, which is not bridgespecific and which strictly belongs to EN 1992-1-1. These new clauses and amplifications are deemedvalid interpretations of EN 1992-1-1 and designs complying with the requirements of EN 1992-2 aredeemed to comply with the Principles of EN 1992-1-1.



EN 1992-2:2005 (E)6⎯ clauses in EN 1992-2 that modify those in EN 1992-1-1 are numbered by adding ‘100’ to thecorresponding clause number in EN 1992-1-1.⎯ when additional clauses or sub-clauses are introduced in EN 1992-2, these are numbered by adding ‘101’to the last relevant clause or sub-clause in EN 1992-1-1.For the design of new structures, EN 1992-2 is intended to be used, for direct application, together with otherparts of EN 1992, Eurocodes EN 1990, 1991, 1997 and 1998.EN 1992-2 also serves as a reference document for other CEN/TCs concerning structural matters.EN 1992-2 is intended for use by:⎯ committees drafting other standards for structural design and related product, testing and executionstandards;⎯ clients (e.g. for the formulation of their specific requirements on reliability levels and durability);⎯ designers and constructors;⎯ relevant authorities.Numerical values for partial factors and other reliability parameters are recommended as basic values thatprovide an acceptable level of reliability. They have been selected assuming that an appropriate level ofworkmanship and of quality management applies. When EN 1992-2 is used as a base document by otherCEN/TCs the same values need to be taken.National Annex for EN 1992-2This standard gives values with notes indicating where national choices may have to be made. Therefore theNational Standard implementing EN 1992-2 should have a National Annex containing all NationallyDetermined Parameters to be used for the design of bridges to be constructed in the relevant country.National choice is allowed in EN 1992-2 through the following clauses:3.1.2 (102)P3.1.6 (101)P3.1.6 (102)P3.2.4 (101)P4.2 (105)4.2 (106)4.4.1.2 (109)5.1.3 (101)P5.2 (105)5.3.2.2 (104)5.5 (104)5.7 (105)6.1 (109)6.1 (110)6.2.2 (101)6.2.3 (103)6.2.3 (107)6.2.3 (109)6.8.1 (102)6.8.7 (101)7.2 (102)7.3.1 (105)7.3.3 (101)7.3.4 (101)8.9.1 (101)8.10.4 (105)8.10.4 (107)9.1 (103)9.2.2 (101)9.5.3 (101)9.7 (102)9.8.1 (103)11.9 (101)113.2 (102)113.3.2 (103)Where references to National Authorities is made in this standard, the term should be defined in a Country'sNational Annex.



EN 1992-2:2005 (E)7SECTION 1 GeneralThe following clauses of EN 1992-1-1 apply.1.1.1 (1)P1.1.1 (2)P1.1.1 (3)P1.1.1 (4)P1.1.2 (3)P1.1.2 (4)P1.2 (1)P1.2.11.2.21.3 (1)P1.4 (1)P1.5.1 (1)P1.5.2.11.5.2.21.5.2.31.5.2.41.1 Scope1.1.2Scope of Part 2 of Eurocode 2(101)P
Part 2 of Eurocode 2 gives a basis for the design of bridges and parts of bridges in plain, reinforcedand prestressed concrete made with normal and light weight aggregates.(102)P
The following subjects are dealt with in Part 2.Section 1:GeneralSection 2:Basis of designSection 3:MaterialsSection 4:Durability and cover to reinforcementSection 5:Structural analysisSection 6:Ultimate limit statesSection 7:Serviceability limit statesSection 8:Detailing of reinforcement and prestressing tendons — GeneralSection 9:Detailing of members and particular rulesSection 10:Additional rules for precast concrete elements and structuresSection 11:Lightweight aggregate concrete structuresSection 12:Plain and lightly reinforced concrete structuresSection 113:Design for the execution stages1.106SymbolsFor the purpose of this standard, the following symbols apply.NOTEThe notation used is based on ISO 3898:1987. Symbols with unique meanings have been used as far aspossible. However, in some instances a symbol may have more than one meaning depending on the context.Latin upper case lettersAAccidental actionACross sectional areaAcCross sectional area of concreteActArea of concrete in tensile zoneApArea of a prestressing tendon or tendonsAsCross sectional area of reinforcementAs,minminimum cross sectional area of reinforcement



EN 1992-2:2005 (E)8AswCross sectional area of shear reinforcementDDiameter of mandrelDEdFatigue damage factorEEffect of actionEc, Ec(28)Tangent modulus of elasticity of normal weight concrete at a stress of σc = 0 and at 28 daysEc,effEffective modulus of elasticity of concreteEcdDesign value of modulus of elasticity of concreteEcmSecant modulus of elasticity of concreteEc(t)Tangent modulus of elasticity of normal weight concrete at a stress of σc = 0 and at time tEpDesign value of modulus of elasticity of prestressing steelEsDesign value of modulus of elasticity of reinforcing steelEΙBending stiffnessEQUStatic equilibriumFActionFdDesign value of an actionFkCharacteristic value of an actionGkCharacteristic permanent actionΙSecond moment of area of concrete sectionJCreep functionKcFactor for cracking and creep effectsKsFactor for reinforcement contributionLLengthMBending momentMEdDesign value of the applied internal bending momentMrepCracking bending momentNAxial force or number of cyclic loads in fatigueNEdDesign value of the applied axial force (tension or compression)PPrestressing forceP0Initial force at the active end of the tendon immediately after stressingQkCharacteristic variable actionQfatCharacteristic fatigue loadRResistance or relaxation functionSInternal forces and momentsSFirst moment of areaSLSServiceability limit stateTTorsional moment



EN 1992-2:2005 (E)9TEdDesign value of the applied torsional momentULSUltimate limit stateVShear forceVEdDesign value of the applied shear forceVolVolume of trafficXAdvisory limit on percentage of coupled tendons at a sectionLatin lower case lettersaDistanceaGeometrical data∆aDeviation for geometrical databOverall width of a cross-section, or actual flange width in a T or L beambwWidth of the web on T, I or L beamscminMinimum coverdDiameter; DepthdEffective depth of a cross-sectiondgLargest nominal maximum aggregate sizeeEccentricityfFrequencyfcCompressive strength of concretefcdDesign value of concrete compressive strengthfckCharacteristic compressive cylinder strength of concrete at 28 daysfcmMean value of concrete cylinder compressive strengthfctbTensile strength prior to cracking in biaxial state of stressfctkCharacteristic axial tensile strength of concretefctmMean value of axial tensile strength of concretefctxAppropriate tensile strength for evaluation of cracking bending momentfpTensile strength of prestressing steelfpkCharacteristic tensile strength of prestressing steelfp0,10,1% proof-stress of prestressing steelfp0,1kCharacteristic 0,1 % proof-stress of prestressing steelf0,2kCharacteristic 0,2 % proof-stress of reinforcementftTensile strength of reinforcementftkCharacteristic tensile strength of reinforcementfyYield strength of reinforcementfydDesign yield strength of reinforcement



EN 1992-2:2005 (E)10fykCharacteristic yield strength of reinforcementfywdDesign yield of shear reinforcementhHeighthOverall depth of a cross-sectioniRadius of gyrationkCoefficient; FactorlLength, span or heightmMass or slab componentsnPlate componentsqudMaximum value of combination reached in non linear analysisrRadius or correcting factor for prestress1/rCurvature at a particular sectionsSpacing between crackstThicknesstTime being consideredt0The age of concrete at the time of loadinguPerimeter of concrete cross-section, having area AcuComponent of the displacement of a pointvComponent of the displacement of a point or transverse shearwComponent of the displacement of a point or crack widthxNeutral axis depthx,y,zCoordinatesxuNeutral axis depth at ULS after redistributionzLever arm of internal forcesGreek upper case lettersΦDynamic factor according to EN 1991-2Greek lower case lettersαAngle; Ratio; Long term effects coefficient or ratio between principal stressesαeEs/Ecm ratioαhReduction factor for θlβAngle ; Ratio; CoefficientγPartial factorγAPartial factor for accidental actions AγCPartial factor for concreteγFPartial factor for actions, FγF,fatPartial factor for fatigue actions



EN 1992-2:2005 (E)11γC,fatPartial factor for fatigue of concreteγOOverall factorγGPartial factor for permanent actions, GγMPartial factor for a material property, taking account of uncertainties in the material property itself,in geometric deviation and in the design model usedγPPartial factor for actions associated with prestressing, PγQPartial factor for variable actions, QγSPartial factor for reinforcing or prestressing steelγS,fatPartial factor for reinforcing or prestressing steel under fatigue loadingγfPartial factor for actions without taking account of model uncertaintiesγgPartial factor for permanent actions without taking account of model uncertaintiesγmPartial factors for a material property, taking account only of uncertainties in the material propertyδIncrement/redistribution ratioξCreep redistribution function or bond strength ratioζReduction factor/distribution coefficientεcCompressive strain in the concreteεcaAutogeneous shrinkageεccCreep strainεcdDesiccation shrinkageεc1Compressive strain in the concrete at the peak stress fcεcuUltimate compressive strain in the concreteεuStrain of reinforcement or prestressing steel at maximum loadεukCharacteristic strain of reinforcement or prestressing steel at maximum loadθAngleθlInclination for geometric imperfectionsλSlenderness ratio or damage equivalent factors in fatigueµCoefficient of friction between the tendons and their ductsνPoisson's ratioνStrength reduction factor for concrete cracked in shearρOven-dry density of concrete in kg/m3ρ1 000Value of relaxation loss (in %), at 1 000 hours after tensioning and at a mean temperature of20 °CρlReinforcement ratio for longitudinal reinforcementρwReinforcement ratio for shear reinforcementσcCompressive stress in the concrete



EN 1992-2:2005 (E)12σcpCompressive stress in the concrete from axial load or prestressingσcuCompressive stress in the concrete at the ultimate compressive strain εcuτTorsional shear stressφDiameter of a reinforcing bar or of a prestressing ductφnEquivalent diameter of a bundle of reinforcing barsϕ(t,
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