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

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

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

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

The strength classes (C) in this code are denoted by the characteristic cylinder strength fckdetermined at 28 days with a minimum value of Cmin and a maximum value of Cmax.NOTEThe values of Cmin and Cmax for use in a Country may be found in its National Annex. The recommendedvalues are C30/37 and C70/85 respectively.3.1.6Design compressive and tensile strengths(101)P
The value of the design compressive strength is defined asfcd = αcc fck/γC(3.15)

The value of the design tensile strength, fctd, is defined as:fctd = αct fctk,0,05/γCwhere:γCis the partial safety factor for concrete, see 2.4.2.4, andαctis a coefficient taking account of long term effects on the tensile strength and of unfavourable effects,resulting from the way the load is applied.NOTEThe value of αct for use in a Country should lie between 0,80 and 1,00 and may be found in its NationalAnnex. The recommended value of αct is 1,0.3.2 Reinforcing steel3.2.4Ductility characteristics(101)P
The reinforcement shall have adequate ductility as defined by the ratio of tensile strength to the yieldstress, (ft/fy)k and the elongation at maximum force, εuk.NOTEThe classes of reinforcement to be used in bridges in a Country may be found in its National Annex. Therecommended classes are Class B and Class C.

In considering the combinations of actions (see Section 6 and Annex A2 of EN 1990) the relevant loadcases shall be considered to enable the critical design conditions to be established at all sections, within thestructure or part of the structure considered.NOTESimplifications to the load arrangements for use in a Country may be found in its National Annex.Recommendations on simplifications are not given in this standard.5.2 Geometric imperfections(104)The provisions of (105) and (106) of this Part and (7) of EN 1992-1-1 apply to members with axialcompression and structures with vertical load. Numerical values are related to normal execution deviations(Class 1 in EN 13670). Where other execution deviations apply numerical values should be adjustedaccordingly.(105)Imperfections may be represented by an inclination, θl, given byθl = θ0 αh(5.101)whereθ0is the basic valueαhis the reduction factor for length or height:αh = l2; αh ≤ 1lis the length or height [m]NOTEThe value of θ0 to use in a Country may be found in its National Annex. The recommended value is 1/200.(106)For arch bridges, the shape of imperfections in the horizontal and vertical planes should be based onthe shape of the first horizontal and vertical buckling mode shape respectively. Each mode shape may beidealised by a sinusoidal profile. The amplitude should be taken as 2llθ=a, where l is the half wavelength.(8) and (9) of EN 1992-1-1 do not apply.5.3 Idealisation of the structure5.3.1 Structural models for overall analysis(2) and (6) of EN 1992-1-1 do not apply5.3.2 Geometric data5.3.2.2Effective span of beams and slabsNOTE(1), (2) and (3) of EN 1992-1-1 apply despite the fact that the title of the clause refers to buildings.

Methods based on plastic analysis should only be used for the check at ULS and only when permittedby National Authorities.
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