1、December 2010 Translation by DIN-Sprachendienst.English price group 6No 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).IC
2、S 91.010.30; 91.080.10; 91.080.40; 93.040!$loh“1737669www.din.deDDIN EN 1994-2/NANational Annex Nationally determined parameters Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridgesEnglish translation of DIN EN 1994-2/NA:2010-12Nationaler Anhang N
3、ational festgelegte Parameter Eurocode 4: Bemessung und Konstruktion von Verbundtragwerken aus Stahl und Beton Teil 2: Allgemeine Bemessungsregeln und Anwendungsregeln fr BrckenEnglische bersetzung von DIN EN 1994-2/NA:2010-12Annexe Nationale Paramtres dtermins au plan national Eurocode 4: Calcul de
4、s structures mixtes acier-beton Partie 2: Rgles gnrales et rgles pour les pontsTraduction anglaise de DIN EN 1994-2/NA:2010-12www.beuth.deDocument comprises 9 pagesIn case of doubt, the German-language original shall be considered authoritative.02.12 DIN EN 1994-2/NA:2010-12 2 A comma is used as the
5、 decimal marker. Contents Page Foreword . 3 NA.1 Scope . 4 NA.2 National provisions for the application of DIN EN 1994-2:2010-12 4 NA.2.1 General . 4 NA.2.2 National provisions. 4 NCI re 1.2 Normative references 4 NDP re 1.1.3(3), Note 5 NDP re 2.4.1.1(1), Note. 5 NDP re 2.4.1.2(5), Note. 5 NDP re 2
6、.4.1.2(6), Note. 5 NCI re 5.4.2.8(6) 5 NDP re 5.4.4(1), Note 5 NCI re 6.2.1.5(5) 6 NDP re 6.2.1.5(9), Note. 6 NCI re 6.2.2.4(3) 6 NDP re 6.2.2.5(3), Note. 6 NDP re 6.3.1(1), Note 6 NDP re 6.6.1.1(13), Note 6 NDP re 6.6.3.1(1), Note. 7 NCI re 6.7.2(1)P . 7 NCI re 6.7.3.3 (4) . 8 NCI re 6.7.3.5, 6.7.3
7、.6 and Table 6.5 . 8 NDP re 6.8.1(3), Note 8 NCI re 6.8.1(3) . 8 NDP re 6.8.2(2), Note 8 NCI re 7.2.2(5) . 8 NDP re 7.4.1(4), Note 9 NDP re 7.4.1(6), Note 9 NDP re 8.4.3(3), Note 9 NDP re Annex C . 9 DIN EN 1994-2/NA:2010-12 3 Foreword This document has been prepared by Working Committee NA 005-08-9
8、9 AA Verbundbau of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1994-2:2010-12, Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridges. European Standard EN 1994-2:2
9、005 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 classes from designated classification systems. The relevant
10、 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) for the application of DIN EN 1994-2:2010-12. This National Annex is an
11、integral part of DIN EN 1994-2:2010-12. DIN EN 1994-2/NA:2010-12 4 NA.1 Scope This National Annex contains national provisions relating to the design of steel and concrete composite bridges and bridge members, that are to be taken into consideration when applying DIN EN 1994-2:2010-12 in Germany. Th
12、is National Annex is only valid in conjunction with DIN EN 1994-2:2010-12. NA.2 National provisions for the application of DIN EN 1994-2:2010-12 NA.2.1 General DIN EN 1994-2:2010-12 refers to the option of choosing Nationally Determined Parameters (NDPs) at the following places in the text. 1.1.3(3)
13、 6.6.3.1(1) 2.4.1.1(1) 6.6.1.1(13) 2.4.1.2(5) 6.8.1(3) 2.4.1.2(6) 6.8.2(1) 5.4.4(1) 7.4.1(4) 6.2.1.5(9) 7.4.1(6) 6.2.2.5(3) 8.4.3(3) 6.3.1(1) See below for the status of Annex C. In addition, NA.2.2 includes non-contradictory complementary information for the application of DIN EN 1994-2:2010-12. Th
14、is information is preceded by the letters “NCI”. 5.4.2.8(6) 6.7.2(1) 6.2.1.5(5) 6.7.3.5, 6.7.3.6 and Table 6.5 6.2.2.4(3) 6.7.3.3(4) 7.2.2(5) 6.8.1(3) NA.2.2 National provisions In the following, the clauses are numbered as in DIN EN 1994-2:2010-12. NCI re 1.2 Normative references DIN EN 1990/NA, Na
15、tional Annex Nationally determined parameters Eurocode: Basis of structural design DIN EN 1992-1-1:2011-01, Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings DIN EN 1992-2:2010-12, Eurocode 2: Design of concrete structures Part 2: Concrete bridges Design and d
16、etailing rules DIN EN 1994-2/NA:2010-12 5 DIN EN 1992-2/NA, National Annex Nationally determined parameters Eurocode 2: Design of concrete structures Part 2: Concrete bridges Design and detailing rules1) DIN EN 1993-1-5:2010-12, Eurocode 3: Design of steel structures Part 1-5: Plated structural elem
17、ents DIN EN 1993-1-5/NA, National Annex Nationally determined parameters Eurocode 3: Design of steel structures Part 1-5: Plated structural elements DIN EN 1993-2:2010-12, Eurocode 3: Design of steel structures Part 2: Steel bridges DIN EN 1993-2/NA, National Annex Nationally determined parameters E
18、urocode 3: Design of steel structures Part 2: Steel bridges1)DIN EN 1994-2:2010-12, Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridges NDP re 1.1.3(3), Note The relevant technical specifications (i.e. European Technical Approvals or German natio
19、nal technical approvals (agrments) based on DIN EN 1994-2) apply. NDP re 2.4.1.1(1), Note For unfavourable effects, P= 1,1 and for favourable effects, P= 1,0. NDP re 2.4.1.2(5), Note See NDP re 6.6.3.1(1) below. NDP re 2.4.1.2(6), Note For Mf,the values for main girders given in DIN EN 1993-2 apply,
20、 taking DIN EN 1993-2/NA into account. For headed stud connectors, Mf,s= 1,25. NCI re 5.4.2.8(6) For the verification of the shear connection in the load introduction length of the tension member, the normal force in the serviceability limit state NEd,servshall be determined taking into account an a
21、dditional partial factor F= 1,25 to allow for overstrength of the tensile strength of the concrete. NDP re 5.4.4(1), Note The specifications of DIN EN 1993-2/NA apply. Option: DIN EN 1990/NA applies. 1) In preparation. DIN EN 1994-2/NA:2010-12 6 NCI re 6.2.1.5(5) For cross sections in class 4 and th
22、e concrete slab in tension, the plate buckling of the web shall be verified assuming an uncracked and a fully cracked concrete slab if the maximum tensile stress in the concrete slab (calculated with the uncracked section) does not exceed twice the mean tensile strength fctm. NDP re 6.2.1.5(9), Note
23、 Analysis should be made in accordance with DIN EN 1993-2 in conjunction with DIN EN 1993-2/NA. NCI re 6.2.2.4(3) Verification according to Equation (7.1) in DIN EN 1993-1-5:2010-12 is only permitted for webs of cross sections without stiffeners in longitudinal direction. Where longitudinal stiffene
24、rs are provided, factor 1as in Equation (4.14) of DIN EN 1993-1-5:2010-12 is to be used instead of factor 1as in Equation (7.1) of DIN EN 1993-1-5:2010-12. NDP re 6.2.2.5(3), Note The recommended values apply. NDP re 6.3.1(1), Note The design rules and the detailing of filler beams with tensile forc
25、es perpendicular to the direction of the filler beam shall be agreed with the client and the relevant authority. NDP re 6.6.1.1(13), Note (1) For cross frames, at the steel/concrete interface the bending moments caused by the restraint from the concrete slab need not be considered if detailing is as
26、 illustrated in Figure NA.1 and a simple joint between the concrete slab and the steel cross frame is assumed. The weld between the flange of the vertical web stiffener and the top flange of the beam shall have the form of a single-V butt weld or double-Y butt weld with broad root face with aw= tG(w
27、here tGis the thickness of the stiffener flange; cf. Figure NA.1) in the case of road bridges and of a single or double-V butt weld for railway bridges. Where the favourable effects of the restraint of the concrete slab on the steel cross frame are taken into account, these effects shall be taken in
28、to account for the verification of the shear connection in the interface between steel and concrete. Figure NA.1 Detailing of cross frames (minimum requirements) (2) For vertical web stiffeners, the effects of bending moments at the interface with the bridge deck need not be considered if detailing
29、is as illustrated in Figure NA.2. The weld between the flange of the stiffener and the upper flange of the beam shall have the form of a single-V butt weld or double-Y butt weld with broad root face DIN EN 1994-2/NA:2010-12 7 with aw= tst(where tstis the thickness of the stiffener; cf. Figure NA.2)
30、in the case of road bridges and of a single or double-V butt weld for railway bridges. Figure NA.2 Detailing of vertical web stiffeners (minimum requirements) NDP re 6.6.3.1(1), Note For determining the design shear resistance as in Equation (6.18) of DIN EN 1994-2:2010-12, the recommended partial f
31、actor V= 1,25, and for that determined in accordance with Equation (6.19) of DIN EN 1994-2:2010-12, V = 1,5. NCI re 6.7.2(1)P For determining the design resistance Rdof composite columns as specified in DIN EN 1994-2:2010-12, 6.7.2, using nonlinear methods and taking geometrical and physical non-lin
32、earity into account, the following equation may be used. RmRs,Rc,Ry,mmRd,where1PfffRRR =(NA.1) In the analysis, the nominal mean values of strength fc,Rand fs,Rfor concrete and reinforcing steel, respectively, should be used. When calculating Rby Equation (NA.2) below, fc,Rmay be assumed as being eq
33、ual to fckfor concrete up to strength class C50/60. For determining the design mean yield strength of structural steel, fy,Rmay be taken as equal to fykand for calculating the resistance of connecting devices, PRmmay be taken as equal to PRk. Rshall be calculated by Equation (NA.2) for the critical
34、section of composite columns. dpl,mpl,RRR= (NA.2) where Rpl,dis the plastic resistance of the critical cross section to combined compression and bending, as in DIN EN 1994-2:2010-12, 6.7.3.2; Rpl,mIt should be verified that the amplification factor u, related to the design action effects, is greater
35、 than the partial factor Raccording to Equation (NA.3). The verification shall be performed for the relevant critical cross-section according to Figure NA.3. is the plastic resistance of the critical cross section to combined compression and bending assuming the nominal mean values of material stren
36、gth (cf. Equation (NA.2). DIN EN 1994-2/NA:2010-12 8 Key 1 Interaction curve for combined compression and bending using nominal mean values of material strength 2 Interaction curve as in DIN EN 1994-2:2010-12, 6.7.3.2 Figure NA.3 Interaction curve for determining partial factor RNCI re 6.7.3.3 (4) F
37、or the verification of concrete filled hollow sections, the creep coefficient may be assumed to be 25 % of the value that would be obtained in accordance with DIN EN 1992-1-1 by neglecting the effect of the hollow section on the humidity and the drying of the concrete. NCI re 6.7.3.5, 6.7.3.6 and Ta
38、ble 6.5 Buckling curve b shall be used for composite columns with concrete filled, welded box sections. NDP re 6.8.1(3), Note The recommended value ks= 0,6 applies. NCI re 6.8.1(3) Where a normal force is applied to the composite member and at sudden changes in cross section according to DIN EN 1994
39、-2:2010-12, 6.6.2.3 and 6.6.2.4, the concentrated longitudinal shear forces according to DIN EN 1994-2:2010-12, Figure 6.12 shall be determined with a reduced introduction length Lvfor verification of the fatigue limit state. The reduced introduction length Lvshall be determined with the greater of
40、the two effective widths beias defined in DIN EN 1994-2:2010-12, 5.4.1.2(5), instead of beffaccording to DIN EN 1994-2:2010-12, Figure 6.12. NDP re 6.8.2(2), Note The provisions of DIN EN 1993-2 in conjunction with DIN EN 1993-2/NA and those of DIN EN 1992-2 in conjunction with DIN EN 1992-2/NA appl
41、y. NCI re 7.2.2(5) Cross sections designed by plastic theory for sagging bending in the ultimate limit state according to DIN EN 1994-2:2010-12, 6.2.1.2 and 6.2.2.4, should be verified in the serviceability limit state for plastic buckling according to DIN EN 1993-1-5:2010-12, Section 10, together w
42、ith DIN EN 1993-1-5/NA for the characteristic combination of actions. Such verification is not necessary where the b/t criterion as in DIN EN 1993-2:2010-12, 7.4(2) is satisfied. DIN EN 1994-2/NA:2010-12 9 NDP re 7.4.1(4), Note (1) For composite bridges with open cross sections and for box girders w
43、ith single or double composite action and no prestressing by bonded tendons, the crack width shall be limited to wk= 0,2 mm for the frequent combination of actions. This applies for the longitudinal and the transverse direction of the concrete slab. For bridges with bonded tendons, DIN EN 1992-2 app
44、lies. (2) The minimum area of reinforcement of concrete tension members as in DIN EN 1994-2:2010-12, 5.4.2.8, items (1a) and (6), shall be determined using the following equation (cf. item a) below). See item b) below for the limitation of cracking due to combined global and local effects. (a) The m
45、inimum area of reinforcement As,minis obtained using the following equation: sceffct,s,minAfkA = (NA.3) where k is a factor taking into account the influence of non-linear self-equilibrating stresses in the concrete and local effects due to bending on cracking of concrete (assumed to be 0,7); fct,ef
46、fis the mean effective concrete tensile strength as in DIN EN 1994-2:2010-12, 7.4.2(1); sis the maximum stress permitted in the reinforcement as a function of diameter * (cf. Table NA.1); and * are the maximum bar diameters as in DIN EN 1994-2:2010-12, 7.4.2(2). (b) The verification for cracking due
47、 to direct loading shall be made in accordance with DIN EN 1994-2:2010-12, 7.4.3, taking into account global and local effects and a bar diameter as given in DIN EN 1994-2:2010-12, Table 7.1, for wk= 0,2 mm. In addition, it shall be verified for global effects alone that the maximum bar diameters ar
48、e limited as in Table NA.1. Table NA.1 Maximum bar diameter * of ribbed bars for wk= 0,15 mm Steel stress s, in N/mm2120 160 200 220 Maximum bar diameter *, in mm 20 16 12 10 NDP re 7.4.1(6), Note Unless a more rigorous analysis is made, the recommended value applies. NDP re 8.4.3(3), Note The provisions of DIN EN 1992-1-1:2011-01, 6.5 und 6.7, apply. Where headed stud connectors are used in recesses, the clear dista
