DIN EN 1992-1-1 A1-2015 en 1595 Eurocode 2 Design of concrete structures - Part 1-1 General rules and rules for buildings German version EN 1992-1-1 2004 A1 2014《欧洲法规2 混凝土结构设计 第1-1.pdf

1、March 2015 Translation by DIN-Sprachendienst.English price group 7No 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).ICS 9

2、1.010.30; 91.080.40!%AR%“2304702www.din.deDDIN EN 1992-1-1/A1Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings;English version EN 1992-1-1:2004/A1:2014,English translation of DIN EN 1992-1-1/A1:2015-03Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und

3、Spannbetontragwerken Teil 1-1: Allgemeine Bemessungsregeln und Regeln fr den Hochbau;Englische Fassung EN 1992-1-1:2004/A1:2014,Englische bersetzung von DIN EN 1992-1-1/A1:2015-03Eurocode 2: Calcul des structures en bton Partie 1-1: Rgles gnrales et rgles pour les btiments;Version anglaise EN 1992-1

4、-1:2004/A1:2014,Traduction anglaise de DIN EN 1992-1-1/A1:2015-03ModifiesDIN EN 1992-1-1:2011-01www.beuth.deIn case of doubt, the German-language original shall be considered authoritative.Document comprises 8 pages 03.15 DIN EN 1992-1-1/A1:2015-03 2 A comma is used as the decimal marker. National f

5、oreword This document (EN 1992-1-1:2004/A1:2014) 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 DIN-Normenausschuss Bauwesen (DIN Standards Committee Building and Civil Eng

6、ineering), Working Committee NA 005-07-01 AA Bemessung und Konstruktion (SpA zu CEN/TC 250/SC 2, ISO/TC 71/SC 5 sowie ISO/TC 71/SC 6). EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 1992-1-1:2004/A1 December 2014 ICS 91.010.30; 91.080.40 English Version Eurocode 2: Design of concrete structure

7、s - 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 Spannbetontragwerken - Teil 1-1: Allgemeine Bemessungsregeln und Regeln fr den Hochbau This

8、amendment A1 modifies the European Standard EN 1992-1-1:2004; it was approved by CEN on 8 November 2014. CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for inclusion of this amendment into the relevant national standard without any alteration

9、. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member. This amendment exists in three official versions (English, French, German). A version in any other language made by translati

10、on under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre 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, F

11、ormer Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United Kingdom. EUROPEAN COMMITTEE FOR STANDARDIZATION COM

12、IT EUROPEN DE NORMALISATION EUROPISCHES KOMITEE FR NORMUNG CEN-CENELEC Management Centre: Avenue Marnix 17, B-1000 Brussels 2014 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/A1:2014 EEN 1992-1-1:2004/A1:2014 (E) 2

13、Contents Page Foreword 3 1 Modification to the Foreword .4 2 Modification to 3.3.2, Properties 4 3 Modification to 3.3.4, Ductility characteristics .4 4 Modification to 6.4.5, Punching shear resistance of slabs and column bases with shear reinforcement .4 5 Modification to 11.6.4.2, Punching shear r

14、esistance of slabs or column bases with shear reinforcement .5 6 Modification to 12.6.5.2, Simplified design method for walls and columns 5 7 Modification to H.1.2, Bracing system without significant shear deformations .6 DIN EN 1992-1-1/A1:2015-03 EN 1992-1-1:2004/A1:2014 (E) 3 Foreword This docume

15、nt (EN 1992-1-1:2004/A1:2014) has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes”, the secretariat of which is held by BSI. This Amendment to the European Standard EN 1992-1-1:2004 shall be given the status of a national standard, either by publication of an identical text or

16、by endorsement, at the latest by December 2015, and conflicting national standards shall be withdrawn at the latest by December 2015. Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. CEN and/or CENELEC shall not be held responsible

17、 for identifying any or all such patent rights. This document has been prepared under a mandate given to CEN by the European Commission and the European Free Trade Association. According to the CEN-CENELEC Internal Regulations, the national standards organizations of the following countries are boun

18、d to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal

19、, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom. DINEN 1992-1-1/A1:2015-03EN 1992-1-1:2004/A1:2014 (E) 4 1 Modification to the Foreword In the section “National annex for EN 1992-1-1”, between “6.4.4 (1)” and “6.4.5 (3)”, add “6.4.5 (1)”. 2 Modification to 3.

20、3.2, Properties In Paragraph (2)P, replace “strength to proof strength (fpk/fp0,1k)“ with “strength to proof strength (fp/ fp0,1)k”. 3 Modification to 3.3.4, Ductility characteristics In Paragraph (5), replace “fpk/fp0,1k k” with “(fp/ fp0,1)k k”. 4 Modification to 6.4.5, Punching shear resistance o

21、f slabs and column bases with shear reinforcement In Paragraph (1), replace: “(1) Where shear reinforcement is required it should be calculated in accordance with Expression (6.52): vRd,cs= 0,75 vRd,c+ 1,5 (d/sr) Aswfywd,ef(1/(u1d) sin (6.52) where Asw is the area of one perimeter of shear reinforce

22、ment around the column mm2 sris the radial spacing of perimeters of shear reinforcement mm fywd,efis the effective design strength of the punching shear reinforcement, according to fywd,ef= 250 + 0,25 d fywdMPa d is the mean of the effective depths in the orthogonal directions mm is the angle betwee

23、n the shear reinforcement and the plane of the slab If a single line of bent-down bars is provided, then the ratio d / srin Expression (6.52) may be given the value 0,67.” with the following text: “(1) Where shear reinforcement is required it should be calculated in accordance with Expression (6.52)

24、: vRd,cs= 0,75 vRd,c+ 1,5 (d / sr) Aswfywd,ef1 / (u1d) sin kmax vRd,c(6.52) where Asw is the area of one perimeter of shear reinforcement around the column mm2; sris the radial spacing of perimeters of shear reinforcement mm; fywd,efis the effective design strength of the punching shear reinforcemen

25、t according to fywd,ef= 250 + 0,25 d fywdMPa; d is the mean of the effective depths in the orthogonal directions mm; is the angle between the shear reinforcement and the plane of the slab; vRd,c according to 6.4.4; kmax is the factor, limiting the maximum capacity that can be achieved by application

26、 of shear reinforcement. NOTE The value of kmaxfor use in a country may be found in its National Annex. The recommended value is 1,5. DIN EN 1992-1-1/A1:2015-03 EN 1992-1-1:2004/A1:2014 (E) 5 If a single line of bent-down bars is provided, then the ratio d / srin Expression (6.52) may be given the v

27、alue 0,67.”. 5 Modification to 11.6.4.2, Punching shear resistance of slabs or column bases with shear reinforcement In Paragraph (1), replace the whole Expression (11.6.52) with the following one: “vIRd,cs= 0,75 vlRd,c+ 1,5 (d / sr) Aswfywd,ef1 / (u1d) sin kmax vIRd,c(11.6.52)”. 6 Modification to 1

28、2.6.5.2, Simplified design method for walls and columns Replace the whole Paragraph (1): “(1) In absence of a more rigorous approach, the design resistance in terms of axial force for a slender wall or column in plain concrete may be calculated as follows: NRd= b hw fcd,pl (12.10) where NRdis the ax

29、ial resistance b is the overall width of the cross-section hwis the overall depth of the cross-section Factor taking into account eccentricity, including second order effects and normal effects of creep; see below For braced members, the factor may be taken as: = 1,14 (12etot/hw) 0,02 lo/hw (12 etot

30、/hw) (12.11) where: etot= eo+ ei(12.12) eois the first order eccentricity including, where relevant, the effects of floors (e.g. possible clamping moments transmitted to the wall from a slab) and horizontal actions; eiis the additional eccentricity covering the effects of geometrical imperfections,

31、see 5.2” with the following text: “(1) In absence of a more rigorous approach, the design resistance in terms of axial force for a slender wall or column in plain concrete may be calculated as follows: NRd= b hw fcd,pl (12.10) where NRdis the axial resistance; b is the overall width of the cross-sec

32、tion; hwis the overall depth of the cross-section; is the factor taking into account eccentricity, including second order effects; see below. For braced members, the factor may be taken as: DIN EN 1992-1-1/A1:2015-03 EN 1992-1-1:2004/A1:2014 (E) 6 = 1,14 (1 2 etot/ hw) 0,02 l0/ hw 1 2 etot/ hw(12.11

33、) where: etot= e0+ ei+ e(12.12) e0is the first order eccentricity including, where relevant, the effects of floors (e.g. possible clamping moments transmitted to the wall from a slab) and horizontal actions. In determination of e0an equivalent first order end moment M0ecan be used, see 5.8.8.2 (2);

34、eiis the additional eccentricity covering the effects of geometrical imperfections, see 5.2; eis the eccentricity due to creep. In some cases, depending on slenderness, the end moment(s) can be more critical for the structure than the equivalent first order end moment M0e. In such cases Expression (12.2) should be used.”. 7 Modification to H.1.2, Bracing system without significant shear deformations In Paragraph (4), replace the whole Expression (H.4): “ss=11 + +n7,8n 1,6 0,7 k(H.4)” with the following one: “knn9,3116,18,7ss+=(H.4)”. DINEN 1992-1-1/A1:2015-03