1、December 2010 Translation by DIN-Sprachendienst.English price group 10No 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 13.220.50; 91.010.30; 91.080.40!$lL“1735941www.din.deDDIN EN 1992-1-2/NANational Annex Nationally determined parameters Eurocode 2: Design of concrete structures Part 1-2: General rules Structural fire designEnglish translation of DIN EN 1992-1-2/NA:2010-12Nationaler Anhang National festgelegte P
3、arameter Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragwerken Teil 1-2: Allgemeine Regeln Tragwerksbemessung fr den BrandfallEnglische bersetzung von DIN EN 1992-1-2/NA:2010-12Annexe Nationale Paramtres dtermins au plan national Eurocode 2: Calcul des structures en bton Pa
4、rtie1-2:RglesgnralesCalculdu comportement au feuTraduction anglaise de DIN EN 1992-1-2/NA:2010-12www.beuth.deDocument comprises pagesIn case of doubt, the German-language original shall be considered authoritative.1602.12 DIN EN 1992-1-2/NA:2010-12 2 A comma is used as the decimal marker. Contents P
5、age Foreword . 3 NA 1 Scope . 4 NA 2 National provisions for the application of DIN EN 1992-1-2:2010-12 4 NA 2.1 General . 4 NA 2.2 National provisions. 5 NCI Annex AA (normative) Simplified method for analysing class R 90 reinforced normal-weight concrete cantilever columns . 9 AA.1 Scope . 9 AA.2
6、General . 9 AA.3 Further uses of the diagrams in Figures AA.1 to AA.4 . 13 AA.4 Use of the diagrams in Figures AA.1 to AA.4 for columns in horizontally braced buildings 15 NCI Bibliography 16 DIN EN 1992-1-2/NA:2010-12 3 Foreword This document has been prepared by Working Committee NA 005-52-22 AA K
7、onstruktiver baulicher Brandschutz (which deals with some fields covered by CEN/TC 250) of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1992-1-2:2010-12 Eurocode 2: Design of concrete structures Part 1-2: General rul
8、es Structural fire design. European Standard EN 1992-1-2:2004 allows national safety parameters, referred to as Nationally Determined Parameters (NDPs), to be specified for a number of points. The NDPs cover alternative verification methods, the provision of individual values and the selection of cl
9、asses from designated classification systems. The relevant parts of the text are identified in the European Standard by references to the possibility of national choice and are listed in Clause NA.2.1. This National Annex also includes non-contradictory complementary information (NCI) that is permit
10、ted by the European Commissions Guidance Paper L “Application and use of Eurocodes”, and provisions for the application of DIN EN 1992-1-2:2010-12. The provisions of this National Annex are based on investigations made and on the results of fire design analyses in accordance with DIN 4102-4, and are
11、 intended to maintain the national safety level in terms of fire safety. This National Annex is an integral part of DIN EN 1992-1-2:2010-12. Annex AA below is normative. DIN EN 1992-1-2/NA:2010-12 4 NA 1 Scope This National Annex contains national provisions relating to the structural fire design of
12、 reinforced and prestressed concrete structures that are to be taken into consideration when applying DIN EN 1992-1-2:2010-12 in Germany. This National Annex is only valid in conjunction with DIN EN 1992-1-2:2010-12. NA 2 National provisions for the application of DIN EN 1992-1-2:2010-12 NA 2.1 Gene
13、ral DIN EN 1992-1-2:2010-12 refers to the option of choosing Nationally Determined Parameters (NDPs) at the following places in the text. 2.1.3(2) 5.3.2(2) 2.3(2)P 5.6.1(1) 3.2.3(5) 5.7.3(2) 3.2.4(2) 6.1(5) 3 .3.3(1)P 6.2(2) 4.1(1)P 6.3(1)P 4.5.1(2) 6.4.2.1(3) 5.2(3) 6.4.2.2(2) In addition, NA.2.2 i
14、ncludes non-contradictory complementary information for the application of DIN EN 1992-1-2:2010-12. This information is preceded by the letters “NCI”. Translators note: For ease of reference, the texts of relevant notes taken from DIN EN 1992-1-2 are given in italics in each case above the provision
15、s of this National Annex (which are printed in upright font). DIN EN 1992-1-2/NA:2010-12 5 NA 2.2 National provisions In the following, the clauses are numbered as in DIN EN 1992-1-2:2010-12. NCI re 1.2.1 Normative references DIN 488-1, Reinforcing steel Grades, properties and marking DIN EN 206-1,
16、Concrete Part 1: Specification, performance, production and conformity DIN EN 1991-1-2/NA:201012, National Annex Nationally determined parameters Eurocode 1: Actions on structures Part 1-2: General actions Actions on structures exposed to fire DIN EN 1992-1-1:200510, Eurocode 2: Design of concrete s
17、tructures Part 1-1: General rules and rules for buildings E DIN EN 1992-1-1/NA:200809, National Annex Nationally determined parameters Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings DIN EN 1992-1-2:2010-12, Eurocode 2: Design of concrete structures Part 1-2
18、: General rules Structural fire design NDP re 2.1.3(2) Parametric fire exposure Re NOTE The values of 1 and 2for use in a country may be found in its National Annex. The recommended values are 1= 200 K and 2= 240 K. The recommendation applies. NOTE These values are also specified in DIN EN 1993-1-2/
19、NA and DIN EN 1994-1-2/NA. NDP re 2.3(2)P Design values of thermal material properties Re NOTE 1 The value of M,fifor use in a country may be found in its National Annex. The recommended value is: for thermal properties of concrete and reinforcing and prestressing steel: M,fi= 1,0; for mechanical pr
20、operties of concrete and reinforcing and prestressing steel: M,fi= 1,0. The recommendation applies. NDP re 3.2.3(5) Reinforcing steel Re NOTE The choice of class N (Table 3.2a) or X (Table 3.2b) to be used in a country may be found in its National Annex. Class N is generally recommended. Class X is
21、recommended only when there is experimental evidence for these values. Both classes, N and X, may be used. DIN EN 1992-1-2/NA:2010-12 6 NDP re 3.2.4(2) Prestressing steel Re NOTE The choice of class A or class B for use in a country may be found in its National Annex. Both classes, A and B, may be u
22、sed. NDP re 3.3.3(1)P Thermal conductivity Re NOTE 1 The value of thermal conductivity may be set by the National Annex within the range defined by lower and upper limit. The upper limit value as defined in 3.3.3(2) applies. NDP re 4.1(1)P Design methods General Re NOTE 3 The decision on the use of
23、advanced calculation methods in a country may be found in its National Annex. Advanced calculation methods may be used. When analysing structures and parts of structures for their fire behaviour by advanced calculation methods using computing programmes, it is assumed that such programmes are valida
24、ted. Annex CC of DIN EN 1991-1-2/NA:2010-12 provides some suitable validation methods. NDP re 4.5.1(2) Explosive spalling Re NOTE The value of k for use in a country may be found in its National Annex. The recommended value is 3. A value of k = 4 applies. NDP re 5.2(3) General design rules Re NOTE W
25、here the partial safety factors specified in the National Annexes of EN 1990 deviate from those indicated in 2.4.2, the above value fi= 0,7 may not be valid. In such circumstances, the value of fifor use in a country may be found in its National Annex. fi= 0,7 (with G= 1,35, Q= 1,5, GA= 1,0, and QA=
26、 1,0). NDP re 5.3.2(2) Method A Re NOTE 1 The value of emax, within limits 0,15 h (or b) emax 0,4 h (or b), for use in a country may be found in its National Annex. The recommended value is 0,15 h (or b). There is no upper limit for first order eccentricity under fire conditions (i.e. emaxdoes not a
27、pply). DIN EN 1992-1-2/NA:2010-12 7 NDP re 5.6.1(1) Beams General Re NOTE The choice of class WA, WB or WC for use in a country may be found in its National Annex. Class WC applies for the web thickness bw. NDP re 5.7.3(2) Continuous solid slabs Re NOTE Additional rules on rotation capacity on suppo
28、rts may be given in National Annex. The length of the reinforcement at the supports, as compared with that resulting from the provisions of DIN EN 1992-1-1 relating to curtailment, shall be extended by a value equal to 0,15 l at each side, where l is the length of the greater adjacent span. NDP re 6
29、.1(5) High strength concrete General Re NOTE The values fc,/fckfor use in a country may be found in its National Annex. Three classes are given in Table 6.1N. However, the values given for each rely on a limited amount of test results. The selection and limit of use of these classes to certain stren
30、gth classes or type of concrete for use in a country may be found in its National Annex. The recommended class for concrete C 55/67 and C 60/75 is class 1, for concrete C 70/85 and C80/95 is class 2 and for concrete C90/105 is class 3. See also note to 6.4.2.1(3) and 6.4.2.2(2). Table 6.1N may be us
31、ed. NDP re 6.2(2) Spalling Re NOTE The selection of methods to be used in a country may be found in its National Annex. All methods listed, A to D, may be used. In method D, the propylene fibre content depends on the w/c ratio. For w/c 0,24, 4 kg of fibres and for w/c 0,28, 2 kg of fibres should be
32、added per mof concrete mix. Intermediate values may be obtained by linear interpolation. NDP re 6.3(1)P Thermal properties Re NOTE 1 The value of thermal conductivity for high strength concrete for use in a country may be given in its National Annex within the range defined by lower and upper limit
33、in clause 3.3.3. The upper limit value as defined in 3.3.3(2) applies. NDP re 6.4.2.1(3) Columns and walls Re NOTE k allows for the conversion from the 500 C to the 460 C isotherm depth for class 1 in Table 6.1N, and to the 400C isotherm depth for class 2 in Table 6.1N. The value of k for use in a c
34、ountry may be found in its National Annex. The recommended value is 1,1 for class 1 and 1,3 for class 2. For class 3, more accurate methods are recommended. DIN EN 1992-1-2/NA:2010-12 8 In the analysis of high strength concrete walls and columns, factor k shall not be used to convert from the 500 C
35、to the 460 C isotherm, except when determining minimum cross-section dimensions and axis distances to be larger than those specified in the Tables given in Section 5. NDP re 6.4.2.2(2) Beams and slabs Re NOTE The value of km, which depends on the reduction of strength given in Table 6.1N, for use in
36、 a country may be found in its National Annex. The recommended value is given in Table 6.2N. For class 3, more accurate methods are recommended kmshall not be used when determining the moment capacity. NCI re Annex A Temperature profiles The temperature profiles given in Annex A may be used. NCI re
37、Annex B Simplified calculation methods Re B.1 500 C isotherm method This method shall not be applied. Re B.2 Zone method This method may be used where members are subjected to coexistent bending and (or without) axial force. For compression members as in E DIN EN 1992-1-1/NA this method may only be
38、used when additional structural parameters are considered (cf. Bibliography, 2 and 3). Re B.3 Assessment of a reinforced concrete cross-section exposed to bending moment and axial load by the method based on estimation of curvature This method shall not be used. NCI re Annex C Buckling of columns un
39、der fire conditions Tables C.1 to C.9 of this annex shall not be used. Slender columns may be verified in accordance with Annex AA below. NCI re Annex D Calculation methods for shear, torsion and anchorage These methods shall not be used. NCI re Annex E Simplified calculation method for beams and sl
40、abs This simplified calculation method may be used. DIN EN 1992-1-2/NA:2010-12 9 NCI Annex AA (normative) Simplified method for analysing class R 90 reinforced normal-weight concrete cantilever columns AA1. Scope This method applies to reinforced concrete cantilever columns exposed to fire on one, t
41、hree or four sides, in accordance with the standard temperature-time curve. The method applies assuming the following structural parameters: Normal-weight concrete to DIN EN 206-1 of strength classes C20/25 to C50/60 and containing predominantly siliceous aggregate is used. The reinforcement is plac
42、ed in one layer, is made from hot-rolled B500 reinforcing steel bars as in DIN 488-1 and conforms to the requirements of DIN EN 1992-1-2, Table 3.2a (class N). The l0/h ratio (relative buckling length) is 10 l0/h 50 (with l0 as in DIN EN 1992-1-1:2005-10, 5.8.3.2). The relative eccentricity is 0 e1/
43、h 1,5 (where e1= e0+ ei, with eias in DIN EN 1992-1-1:2005-10, 5.2). The minimum depth of section is 300 mm hmin 800 mm. The geometrical reinforcement ratio is 1 % 8 %. The a/h ratio for longitudinal reinforcement is 0,05 a/h 0,15 (where a is the axis distance). AA2. General For checking reinforced
44、concrete cantilever columns for compliance with the requirements for fire resistance class R 90, it shall be verified that the design axial force, NE,fi,dis not greater than the design ultimate load after a 90-minute fire exposure, NR,fi,d,90, i.e. NE,fi,d NR,fi,d,90(AA.1) The analysis is to be made
45、 using the diagrams shown in Figures AA.1 to AA.4. For given values of e1/h and the relative effective length under fire conditions, l0,fi/h, the relative design ultimate column load, R,fi,d,90, can be read from the right-hand sections of the diagrams, the relative design ultimate column load being
46、expressed by the following: R,fi,d,90= NR,fi,d,90/ (Ac fcd) (AA.2) For checking the strength of connection between the column and the substructure or foundation, the relative total moment at the column base in the ultimate limit state, tot,fi,d,90, can be read from the left-hand section of the diagr
47、ams, the relative total moment being expressed by the following: DIN EN 1992-1-2/NA:2010-12 10 tot,fi,d,90= Mtot,fi,d,90/ (Ac h fcd) (AA.3) where Acis the total sectional area of the column; h is the total depth of section; fcdis the design concrete compressive strength at standard temperature, as i
48、n DIN EN 1992-1-1:2005-10, 3.1.6. NOTE The diagrams have been plotted assuming a concrete density, = 2 400 kg/m3, a concrete moisture k = 3 % (m/m) and bar diameters not exceeding 28 mm. Key 1 Total moment tot,fi,d,90= 1,fi,d,90+ 2,fi,d,90= Mtot,fi,d,90/(Ac h fcd) 2 Column parameters: h = 300 mm; a/h = d1/h = 0,10; class C30/37 concrete; grade B500 steel; reinforcement ratio = 2 % X1 Total
