NA to BS EN 1993-1-5-2006 UK National Annex to nEurocode 3 Design of nsteel structures – nPart 1-5 Plated structural elements《欧洲法规3的英国国家附录 钢结构的设计 凯装结构部件》.pdf

1、NA to BS EN 1993-1-5:2006UK National Annex to Eurocode 3: Design of steel structures Part 1-5: Plated structural elementsICS 91.010.30; 91.080.10NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAWNATIONAL ANNEXLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08

2、, Uncontrolled Copy, (c) BSIPublishing and copyright informationThe BSI copyright notice displayed in this document indicates when the document was last issued. BSI 2008ISBN 978 0 580 54964 9The following BSI references relate to the work on this standard:Committee reference B/525/10Draft for commen

3、t 07/30128103 DCPublication historyFirst published May 2008Amendments issued since publicationAmd. no. Date Text affectedNA to BS EN 1993-1-5:2006Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSI BSI 2008 iNA to BS EN 1993-1-5:2006ContentsIntroductio

4、n 1NA.1 Scope 1NA.2 Nationally Determined Parameters 2NA.3 References to non-contradictory complementary information 4Bibliography 5Summary of pagesThis document comprises a front cover, an inside front cover, pages i and ii, pages 1 to 5 and a back cover.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA

5、STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-5:2006ii BSI 2008 This page deliberately left blankLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSI BSI 2008 1NA to BS EN 1993-1-5:2006National Annex (informative) to BS EN 19

6、93-1-5:2006, Eurocode 3 Design of steel structures Part 1-5: Plated structural elementsIntroductionThis National Annex has been prepared by BSI Subcommittee B/525/10, Bridges, in consultation with B/525/31, Structural use of steel. NA.1 ScopeThis National Annex gives:a) the UK decisions for the Nati

7、onally Determined Parameters described in the following subclauses of BS EN 1993-1-5:2006: 2.2(5) 3.3(1) 4.3(6) 5.1(2) 6.4(2) 8(2) 9.1(1) 9.2.1(9) 10(1) 10(5) C.2(1) C.5(2) C.8(1) C.9(3) D.2.2(2)b) References to non-contradictory complementary information (see NA.3).Licensed Copy: Wang Bin, ISO/EXCH

8、ANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-5:20062 BSI 2008NA.2 Nationally Determined ParametersNA.2.1 Effective width models for global analysis BS EN 1993-1-5:2006, 2.2(5)The recommended value of effective width parameter limshould be used.NA.2.2 Shear lag

9、 at the ultimate limit state BS EN 1993-1-5:2006, 3.3(1)The recommended method in NOTE 3 should be used.NA.2.3 Effective cross section BS EN 1993-1-5:2006, 4.3(6) The recommended value of hshould be used.NA.2.4 Basis BS EN 1993-1-5:2006, 5.1(2) The value of should be taken as 1,0 for all steels.NA.2

10、.5 Reduction factor kFfor effective length for resistance BS EN 1993-1-5:2006, 6.4(2) NA.2.5.1 Equation (6.6) should be used for patch loading Types (a) and (c) from Figure 6.1 for beams with longitudinal stiffeners. At locations beyond the limits for which equation (6.6) in 6.4(2) is valid, the tre

11、atment of such patch loading will be as for an unstiffened web.NA.2.5.2 Equation (6.6) should not be used for patch loading types (b) from Figure 6.1 for beams with longitudinal stiffeners. Patch loading Type (b) from Figure 6.1 may be treated as for an unstiffened web or may be subject to a special

12、 buckling analysis.NA.2.6 Flange induced buckling BS EN 1993-1-5:2006, 8(2) NA.2.6.1 The design for flange induced buckling should take account of the possible collapse of the web due to radial forces from a flange in compression or tension curved in elevation, whether or not a beam as a whole is cu

13、rved.NA.2.6.2 For nominally horizontal flanges, Clause 8(2) may be applied, but the adequacy of the web should be checked using the same analysis as for beams with flanges curved in elevation with a radius of curvature corresponding to an out-of-flatness equal to the span/625. NA.2.6.3 The adequacy

14、of the web with curved flanges should be verified by analysis of the buckling strength of the web, whether stiffened or not, under radial forces induced by the flanges and associated webs in addition to any coincident global shear and longitudinal forces. The adequacy of the web should also be verif

15、ied by use of the rules in Clause 6 in conjunction with 7.2(1). Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSI BSI 2008 3NA to BS EN 1993-1-5:2006NA.2.6.4 For beams with only the compression flange curved the buckling coefficients, Type (a) in Fig

16、ure 6.1 should be used. For beams with both flanges curved, the Type (b) coefficients should be used. For such a method of verification, Mlshould be taken as 2,0 in deriving 2.NA.2.7 Stiffeners and detailing BS EN 1993-1-5:2006, 9.1(1) NA.2.7.1 Where the web of a beam is subjected to a net compressi

17、ve force, whether due to externally applied compressive force or due to the flexural neutral axis not being at the mid-height of the web, the effect of the net compressive force should be considered in the design of rigid transverse stiffeners resisting shear.NA.2.7.2 When applying 9.3.3(3), the des

18、ign force in the NOTE should not be used. Instead, intermediate rigid stiffeners should be designed for an axial force, Ed, acting in the mid-plane of the web in addition to any externally applied loads, where:forforwhere: cris the elastic critical shear buckling stress determined in accordance with

19、 5.3;cr,xis the elastic critical plate buckling stress for direct stress determined in accordance with 4.4 or 4.5 for sub-panel buckling and overall stiffened plate buckling respectively; andx,Edis the greatest longitudinal compressive stress in the web panel under consideration. x,Edis taken as pos

20、itive when compressive and should not be taken as being greater than 0,8cr,x.NA.2.7.3 When applying 9.2.1, cr,cand cr,pshould generally be calculated for a panel length of a1+ a2 with w0taken as the lesser of b/300, a1/300 and a2/300. However, to safeguard against a mode of buckling with adjacent tr

21、ansverse stiffeners bowing in alternate directions, 9.2.1 should also be applied with cr,cand cr,pcalculated for a panel length of 0,5 (a1+ a2). In this case, w0 should be taken as the lesser of b/150, a1/150 and a2/150.For panels with longitudinal stiffeners, the ratio cr,c/cr,pshould be taken to b

22、e equal to 1,0 unless an alternative value can be justified by calculations which can also be supported by either test evidence or non-linear analysis.NA.2.8 Minimum requirements for transverse stiffeners BS EN 1993-1-5:2006, 9.2.1(9) The value of should be taken as 2,0.= x,EdEd Ed wcr,x0,8 10, 8Vht

23、 .wah= x,EdEd Ed w crcr,x w0,8 10, 8aVhthwahLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSINA to BS EN 1993-1-5:20064 BSI 2008NA.2.9 Reduced stress method BS EN 1993-1-5:2006, 10(1) There are no limits of application to the methods.NA.2.10 Reduced

24、stress method BS EN 1993-1-5:2006, 10(5) For panels with tension and compression, equations (10.4) and (10.5) should be applied only to the compressive parts. NA.2.11 Use BS EN 1993-1-5:2006, C.2(1) Conditions for the use of FEM analysis in design should be specified for the particular project.NA.2.

25、12 Use of imperfections BS EN 1993-1-5:2006, C.5(2) The recommended approach should be adopted.NA.2.13 Limit state criteria BS EN 1993-1-5:2006, C.8(1) The limit to principal strain for regions subjected to tensile stresses should be 5%.NA.2.14 Partial factors BS EN 1993-1-5:2006, C.9(3) NA.2.14.1 F

26、or bridges, M1and M2as specified in the National Annex to BS EN 1993-2 should be used.NA.2.14.2 For buildings, M1and M2as specified in the National Annex to BS EN 1993-1-1 should be used.NA.2.15 Shear resistance BS EN 1993-1-5:2006, D.2.2(2)No additional information is provided.NA.3 References to no

27、n-contradictory complementary information PD 6695-2, Recommendations for the design of bridges to BS EN 19931).1)In preparation.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSI BSI 2008 5NA to BS EN 1993-1-5:2006BibliographyFor dated references, onl

28、y the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies.NA to BS EN 1993-1-1, UK National Annex to Eurocode 3: Design of steel structures Part 1-1: General rules and rules for buildingsNA to BS EN 1993-1-2, UK National Ann

29、ex to Eurocode 3: Design of steel structures Part 2: Steel bridgesPD 6695-2, Recommendations for the design of bridges to BS EN 19932)2)In preparation.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/07/2008 08:08, Uncontrolled Copy, (c) BSIBSI British Standards InstitutionBSI is the indepe

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