NA to BS EN 1993-1-1-2005 UK National Annex to nEurocode 3 Design of nsteel structures nPart 1-1 General rules and rules nfor buildings《欧洲法规3的英国国家附录 钢结构的设计 通用规则和建筑物用规则》.pdf

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1、raising standards worldwideNO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAWBSI British StandardsWB9423_BSI_StandardColCov_noK_AW:BSI FRONT COVERS 5/9/08 12:55 Page 1UK National Annex to Eurocode 3: Design of steel structuresPart 1-1: General rules and rules for buildingsNA to B

2、S EN 1993-1-1:2005Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-1:2005 BritiSh StANdArdPublishing and copyright informationthe BSi copyright notice displayed in this document indicates when the document was last issued. BSi 2008

3、iSBN 978 0 580 54960 1iCS 91.080.10the following BSi references relate to the work on this standard: Committee reference B/525/31 draft for comment 07/30128092 dCPublication historyFirst published 2008decemberAmendments issued since publicationAmd. No. Date Text affected Licensed Copy: Wang Bin, ISO

4、/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSIBritiSh StANdArd BSI 2008 iNA to BS EN 1993-1-1:2005Contentsintroduction 1NA.1 Scope 1NA.2 Nationally determined Parameters 1NA.3 decisions on the status of informative annexes 7NA.4 references to non-contradictory complementary

5、information 7Bibliography 8Summary of pagesthis document comprises a front cover, an inside front cover, pages i to ii, pages 1 to 8, an inside back cover and a back cover.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-1:2005 Bri

6、tiSh StANdArdThis page deliberately left blankLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSIBritiSh StANdArd BSI 2008 1NA to BS EN 1993-1-1:2005National Annex (informative) to BS EN 1993-1-1:2005, Eurocode 3: Design of steel structures Part 1-1: G

7、eneral rules and rules for buildingsIntroductionthis National Annex has been prepared by BSi Subcommittee B/525/31, Structural use of steel. it is to be used in conjunction with BS EN 1993-1-1:2005.NA.1 Scopethis National Annex gives:the decisions for the National determined Parameters described a)

8、in the following subclauses of BS EN 1993-1-1:2005:2.3.1 (1) 5.3.2 (3) 6.3.2.4 (2)B3.1 (2) 5.3.2 (11) 6.3.3 (5)3.2.1 (1) 5.3.4 (3) 6.3.4 (1)3.2.2 (1) 6.1 (1) 7.2.1 (1)B3.2.3 (1) 6.1 (1)B 7.2.2 (1)B3.2.3 (3)B 6.3.2.2 (2) 7.2.3 (1)B3.2.4 (1)B 6.3.2.3 (1) BB.1.3 (3)B5.2.1 (3) 6.3.2.3 (2)5.2.2 (8) 6.3.2

9、.4 (1)Bdecisions on the status of BS EN 1993-1-1:2005 informative b) annexes; andreferences to non-contradictory complementary information.c) NA.2 Nationally Determined ParametersNA.2.1 Generaldecisions for the Nationally determined Parameters decided in BS EN 1993-1-1:2005 are given in clauses NA.2

10、.2 to NA.2.26.NA.2.2 Actions and environmental influences BS EN 1993-1-1:2005, 2.3.1(1)there are no additional regional, climatic or accidental situations to consider. NA.2.3 Other Steel material and products BS EN 1993-1-1:2005, 3.1(2)if other steels are used, due allowance should be made for varia

11、tions in properties, including ductility and weldability. Further information on the ductility requirements for steel is given in BS EN 1993-1-1:2005, 3.2.2(1).Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-1:20052 BSI 2008BritiS

12、h StANdArdSteel castings and forgings may be used for components in bearings, junctions and other similar parts. Castings should conform to BS EN 10293 and forgings should conform to BS EN 10250-2. Further guidance on steel castings is given in reference 1.For higher strength steels see BS EN 1993-1

13、-12.NA.2.4 Material properties BS EN 1993-1-1:2005, 3.2.1(1)the nominal values of the yield strength fyand the ultimate strength fufor structural steel should be those obtained from the product standard. the ultimate strength fushould be taken as the lowest value of the range given for rmin the prod

14、uct standard. Further information on the yield and ultimate strength for structural steel is also given in NA.4.NA.2.5 Ductility requirements BS EN 1993-1-1:2005, 3.2.2(1)Elastic global analysisa) the limiting values for the ratio fu/fy, the elongation at failure and the ultimate strain ufor elastic

15、 global analysis are given below.fu/fy, H 1.10;Elongation at failure not less than 15%;uH 15y.Plastic global analysisb) Plastic global analysis should not be used for bridges. For buildings the limiting values for the ratio fu/fy, the elongation at failure and the ultimate strain ufor plastic global

16、 analysis are given below.fu/fyH 1.15;Elongation at failure not less than 15%;uH 20y.NA.2.6 Fracture toughness BS EN 1993-1-1:2005, 3.2.3(1)For buildings and other quasi-statically loaded structures the lowest service temperature in the steel should be taken as the lowest air temperature which may b

17、e taken as 5C for internal steelwork and 15C for external steelwork.For bridges the lowest service temperature in the steel should be determined according to the NA to BS EN 1991-1-5 for the bridge location. For structures susceptible to fatigue it is recommended that the requirements for bridges sh

18、ould be applied. in other cases (e.g. the internal steelwork in cold stores) the lowest service temperature in the steel should be taken as the lowest air temperature expected to occur within the intended design life of the structure.NA.2.7 Toughness properties for members in compression BS EN 1993-

19、1-1:2005, 3.2.3(3)Bthe recommendations given in the NA to BS EN 1993-1-10 should be used. Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSIBritiSh StANdArd BSI 2008 3NA to BS EN 1993-1-1:2005NA.2.8 Through-thickness properties BS EN 1993-1-1:2005, 3.

20、2.4(1)Bthe recommendations given in the NA to BS EN 1993-1-10 should be used.NA.2.9 Effects of deformed geometry of the structure BS EN 1993-1-1:2005, 5.2.1(3)For plastic analysis of clad structures provided that the stiffening effects of masonry infill wall panels or diaphragms of profiled steel sh

21、eeting are not taken into account:crH 10For plastic analysis of portal frames subject to gravity loads only with frame imperfections:crH 5provided the following conditions are satisfied:the span, L, does not exceed 5 times the mean height of the a) columnshb) rsatisfies the criterion:(hr/sa)2+ (hr/s

22、b)2G 0.5in which sa and sb are the horizontal distances from the apex to the columns.NOTE For a symmetrical frame this expression simplifies to hrG 0.25L.NA.2.10 Structural stability of frames BS EN 1993-1-1:2005, 5.2.2(8)this method should only be used for frames that comply with 5.2.2(6). in such

23、cases the sway moments in the beams and beam-to-column connections should be multiplied by krunless a smaller value is shown to be adequate by analysis. krmay be evaluated using the following expression provided that acrH 3.0:krcr=111NA.2.11 Design values of initial local bow imperfection BS EN 1993

24、-1-1:2005, 5.3.2(3)For elastic analysis of the cross-section, the initial imperfections for an individual section about a particular axis should be back-calculated from the formula for the buckling curves given in BS EN 1993-1-1:2005, 6.3 using the elastic section modulus.For plastic analysis of the

25、 cross-section, the initial imperfections for an individual section about a particular axis should be back-calculated from the formula for the buckling curves given in BS EN 1993-1-1:2005, 6.3 using the full plastic section modulus.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03

26、:12, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-1:20054 BSI 2008BritiSh StANdArdNA.2.12 Amplitude of imperfections BS EN 1993-1-1:2005, 5.3.2(11)the method given in BS EN 1993-1-1:2005, 5.3.2(11) should not be used for buildings.NA.2.13 Imperfections for lateral-torsional bucking in bending BS EN

27、1993-1-1:2005, 5.3.4(3)the value of k should be taken as 1.0. NA.2.14 Partial factors for structures not covered by BS EN 1993 Part 2 to Part 6 BS EN 1993-1-1:2005, 6.1(1)For structures not covered by BS EN 1993 Part 2 to Part 6, the partial factors should be appropriate for the structure and agreed

28、 with the client.NA.2.15 Partial safety factors for buildings BS EN 1993-1-1:2005, 6.1(1)For buildings the following partial factors should be used:M0= 1.00M1= 1.00M2= 1.10NA.2.16 Imperfection factors for lateral torsional buckling BS EN 1993-1-1:2005, 6.3.2.2(2)the recommended values given in BS EN

29、 1993-1-1:2005, table 6.3 and table 6.4 should be used.NA.2.17 Lateral torsional buckling for rolled sections or equivalent welded sections BS EN 1993-1-1:2005, 6.3.2.3(1)For buildings and bridges the following values of Lt,0and should be used:For rolled sections and hot-finished and cold-formed hol

30、low a) sections:Lt,0= 0.4 = 0.75For welded sections:b) Lt,0= 0.2 = 1.00Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSIBritiSh StANdArd BSI 2008 5NA to BS EN 1993-1-1:2005BS EN 1993-1-1:2005, table 6.5 should be replaced with the following table:Cro

31、ss-section Limits Buckling curverolled doubly symmetric i and h sections and hot-finished hollow sectionsh/b G 22.0 3.1bcdAngles (for moments in the major principal plane)All other hot-rolled sections.ddWelded doubly symmetric sections and cold-formed hollow sectionsh/b G 22.0 G h/b 3.1cdNA.2.18 Mod

32、ification factor, f BS EN 1993-1-1:2005, 6.3.2.3(2)the recommended expression for f should be used in which kcis given by:k=1Cc1where:C=Mfor theactualbending moment diagramM1crcrforauniform bendingmomentdiagramvalues of C1are given in the references listed in NA.4. NA.2.19 The slenderness limit c0BS

33、 EN 1993-1-1:2005, 6.3.2.4(1)BFor i, h, channel and box sections used in buildings the value of c0should be taken as 0.4.NA.2.20 Modification factor, kflBS EN 1993-1-1:2005, 6.3.2.4(2)Bthe value of the modification factor kflshould be taken as:kfl= 1.0 for hot rolled i-sections;kfl=1.0 for welded i-

34、sections with h/b G 2;kfl= 0.9 for other sections.NA.2.21 Interactions factors kyy, kyz, kzyand kzzBS EN 1993-1-1:2005, 6.3.3(5)the interaction factors kyy, kyz, kzy, kzzfor doubly symmetric sections may be determined using either alternative Method 1 (given in BS EN 1993-1-1:2005, Annex A) or alter

35、native Method 2 (given in BS EN 1993-1-1:2005, Annex B). Alternative Method 2 (given in BS EN 1993-1-1:2005, Annex B) may also be used for sections that are not doubly symmetric when modified in accordance with NA.3.2. Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontro

36、lled Copy, (c) BSINA to BS EN 1993-1-1:20056 BSI 2008BritiSh StANdArdNA.2.22 General method for lateral and lateral torsional buckling of structural components BS EN 1993-1-1:2005, 6.3.4(1)this method is only valid for nominally straight components subject to in-plane monoaxial bending and/or compre

37、ssion. in this method opshould be taken as the minimum value of and Lt. Where is determined in accordance with BS EN 1993-1-1:2005, 6.3.1 for lateral buckling and Ltis determined in accordance with BS EN 1993-1-1:2005, 6.3.2 for lateral torsional bucklingNA.2.23 Vertical deflections BS EN 1993-1-1:2

38、005, 7.2.1(1)Bthe following table gives suggested limits for calculated vertical deflections of certain members under the characteristic load combination due to variable loads and should not include permanent loads. Circumstances may arise where greater or lesser values would be more appropriate. Ot

39、her members may also need deflection limits. On low pitch and flat roofs the possibility of ponding should be investigated.Vertical deflectionCantilevers Length/180Beams carrying plaster or other brittle finish Span/360Other beams (except purlins and sheeting rails) Span/200Purlins and sheeting rail

40、s to suit the characteristics of particular claddingNA.2.24 Horizontal deflections BS EN 1993-1-1:2005, 7.2.2(1)Bthe following table gives suggested limits for calculated horizontal deflections of certain members under the characteristic load combination due to variable load. Circumstances may arise

41、 where greater or lesser values would be more appropriate. Other members may also need deflection limits. Horizontal deflectiontops of columns in single-storey buildings except portal framesheight/300Columns in portal frame buildings, not supporting crane runwaysto suit the characteristics of the pa

42、rticular claddingin each storey of a building with more than one storeyheight of that storey/300NA.2.25 Dynamic effects BS EN 1993-1-1:2005, 7.2.3(1)Breference should be made to specialist literature as appropriate. For floor vibrations see NA.4.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS,

43、 18/03/2009 03:12, Uncontrolled Copy, (c) BSIBritiSh StANdArd BSI 2008 7NA to BS EN 1993-1-1:2005NA.2.26 Hollow section buckling lengths in lattice girders BS EN 1993-1-1:2005, BB.1.3(3)Bthe recommended values may be used and further information is given in NA.4.NA.3 Decisions on the status of infor

44、mative annexesNA.3.1 BS EN 1993-1-1:2005, Annex ABS EN 1993-1-1:2005, Annex A may be used. the scope of Method 1 given in Annex A should be limited to doubly symmetric sections.NA.3.2 BS EN 1993-1-1:2005, Annex BBS EN 1993-1-1:2005, Annex B may be used.Where applied to sections that are not doubly s

45、ymmetric zand zshould be taken as the values of and from the highest value of tto BS EN 1993-1-1, 6.3.1.3 or to BS EN 1993-1-1, 6.3.1.4.Where the sections are not i, h or hollow sections Class 1 and Class 2 sections should be designed as Class 3 sections. NA.3.3 BS EN 1993-1-1:2005, Annex ABBS EN 19

46、93-1-1:2005, Annex AB may be used.NA.3.4 BS EN 1993-1-1:2005, Annex BBBS EN 1993-1-1:2005, Annex BB may be used.NA.4 References to non-contradictory complementary informationreferences cited in this National Annex to non-contradictory, complementary information can be found at www.steel-ncci.co.uk.

47、Whilst this material is likely to be technically authoritative, not all of it has been reviewed by the UK national committee, and users should satisfy themselves of its fitness for their particular purpose. in particular, they should be aware that material indicated as not having been endorsed by th

48、e committee might contain elements that are in conflict with the Eurocode.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 18/03/2009 03:12, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-1:20058 BSI 2008BritiSh StANdArdBibliographyStandards publicationsFor dated references, only the edition cit

49、ed applies. For undated references, the latest edition of the referenced document (including any amendments) applies.NA to BS EN 1991-1-5, UK National Annex to Eurocode 3: Design of steel structures Part 1-5: Plated structural elementsBS EN 1993 (Parts 2 to 6), Eurocode 3 Design of steel structuresNA to BS EN 1993-1-101), UK National Annex to Eurocode 3: Design of steel structures Part 1-10: Material toughness and through-thickness pro