NA-TO-BS-EN-1993-1-5-2006.pdf
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1、NA to BS EN 1993-1-5:2006 UK National Annex to Eurocode 3: Design of steel structures Part 1-5: Plated structural elements ICS 91.010.30; 91.080.10 NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW NATIONAL ANNEX Copyright British Standards Institution Provided by IHS under lice
2、nse with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- Publishing and copyright information The BSI copyright notice displayed in this document indicates when the do
3、cument was last issued. BSI 2008 ISBN 978 0 580 54964 9 The following BSI references relate to the work on this standard: Committee reference B/525/10 Draft for comment 07/30128103 DC Publication history First published May 2008 Amendments issued since publication Amd. no.DateText affected NA to BS
4、EN 1993-1-5:2006 Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- BSI 2008i NA to BS EN 1993-
5、1-5:2006 Contents Introduction 1 NA.1Scope 1 NA.2Nationally Determined Parameters 2 NA.3References to non-contradictory complementary information 4 Bibliography 5 Summary of pages This document comprises a front cover, an inside front cover, pages i and ii, pages 1 to 5 and a back cover. Copyright B
6、ritish Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- NA to BS EN 1993-1-5:2006 ii BSI 2008This page delibera
7、tely left blank Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- BSI 20081 NA to BS EN 1993-1
8、-5:2006 National Annex (informative) to BS EN 1993-1-5:2006, Eurocode 3 Design of steel structures Part 1-5: Plated structural elements Introduction This National Annex has been prepared by BSI Subcommittee B/525/10, Bridges, in consultation with B/525/31, Structural use of steel. NA.1 Scope This Na
9、tional Annex gives: a)the UK decisions for the Nationally 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 infor
10、mation (see NA.3). Copyright British Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- NA to BS EN 1993-1-5:2006
11、 2 BSI 2008 NA.2 Nationally Determined Parameters NA.2.1Effective width models for global analysis BS EN 1993-1-5:2006, 2.2(5) The recommended value of effective width parameter lim should be used. NA.2.2Shear lag at the ultimate limit state BS EN 1993-1-5:2006, 3.3(1) The recommended method in NOTE
12、 3 should be used. NA.2.3Effective cross section BS EN 1993-1-5:2006, 4.3(6) The recommended value of h should be used. NA.2.4Basis BS EN 1993-1-5:2006, 5.1(2) The value of should be taken as 1,0 for all steels. NA.2.5Reduction factor kF for effective length for resistance BS EN 1993-1-5:2006, 6.4(2
13、) 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 treatment of such patch loading will be as for an unstiffened web. NA.2.5.2 Equation (6
14、.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 buckling analysis. NA.2.6Flange induced buckling BS EN 1993-1-5:2006, 8(2) NA.2.6.
15、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 curved. NA.2.6.2 For nominally horizontal flanges, Clause 8(2) may be applied, but th
16、e 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 of the web with curved flanges should be verified by analysis of the buckling stre
17、ngth 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 verified by use of the rules in Clause 6 in conjunction with 7.2(1). Copyright British
18、Standards Institution Provided by IHS under license with BSI - Uncontrolled Copy Licensee=Boeing Co/5910770001, User=Japan, IHS Not for Resale, 10/17/2008 22:55:02 MDTNo reproduction or networking permitted without license from IHS -,-,- BSI 20083 NA to BS EN 1993-1-5:2006 NA.2.6.4 For beams with on
19、ly the compression flange curved the buckling coefficients, Type (a) in Figure 6.1 should be used. For beams with both flanges curved, the Type (b) coefficients should be used. For such a method of verification, Ml should be taken as 2,0 in deriving 2. NA.2.7Stiffeners and detailing BS EN 1993-1-5:2
20、006, 9.1(1) NA.2.7.1 Where the web of a beam is subjected to a net compressive 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 tr
21、ansverse stiffeners resisting shear. NA.2.7.2 When applying 9.3.3(3), the design 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: for for wher
22、e: cr is the elastic critical shear buckling stress determined in accordance with 5.3; cr,x is 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; and x,Ed is the greatest long
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