BS PD 6702-1-2009 Structural use of aluminium - Part 1 Recommendations for the design of aluminium structures to BS EN 1999《铝的结构应用 第1部分 关于依照BS EN 1999进行铝结构设计的建议》.pdf

《BS PD 6702-1-2009 Structural use of aluminium - Part 1 Recommendations for the design of aluminium structures to BS EN 1999《铝的结构应用 第1部分 关于依照BS EN 1999进行铝结构设计的建议》.pdf》由会员分享，可在线阅读，更多相关《BS PD 6702-1-2009 Structural use of aluminium - Part 1 Recommendations for the design of aluminium structures to BS EN 1999《铝的结构应用 第1部分 关于依照BS EN 1999进行铝结构设计的建议》.pdf（44页珍藏版）》请在麦多课文档分享上搜索。

1、raising standards worldwide NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW BSI British Standards WB9423_BSI_StandardColCov_noK_AW:BSI FRONT COVERS 5/9/08 12:55 Page 1 PD 6702-1:2009 PUBLISHED DOCUMENT Structural use of aluminium Part 1: Recommendations for the design of alumi

2、nium structures to BS EN 1999 This publication is not to be regarded as a British Standard. PD 6702-1:2009 PUBLISHED DOCUMENT Publishing and copyright information The BSI copyright notice displayed in this document indicates when the document was last issued. BSI 2009 ISBN 978 0 580 63065 1 ICS 91.0

3、80.10 The following BSI reference relates to the work on this standard: Committee reference B/525/9 Publication history First published December 2009 Amendments issued since publication Date Text affected BSI 2009 i PD 6702-1:2009 PUBLISHED DOCUMENTContents Foreword iii 1 Scope 1 2 Normative referen

4、ces 1 3 Terms and definitions 1 4 Recommendations for the use of BS EN 1999-1-1 2 4.1 Reliability differentiation 2 4.2 Use of other wrought alloys 7 4.3 Application of electrical welded tubes 10 4.4 Mechanical fasteners 10 4.5 Plastic redistribution 10 4.6 Serviceability limits for deflections in b

5、uildings vertical and horizontal deflections 10 4.7 Serviceability limits for vibrations in buildings 10 4.8 Other joining methods 11 4.9 Use of castings 14 5 Recommendations for the use of BS EN 1999-1-3 14 5.1 Use of damage tolerant design 14 5.2 Fatigue damage value 14 5.3 Derivation of fatigue l

6、oading 14 5.4 Fatigue load factors 15 5.5 Fatigue strength data for low strength alloys 15 5.6 Effect of aggressive exposure 15 5.7 Damage equivalent factors 15 5.8 Detail categories based on nominal stress 15 5.9 Low stress cycles 16 5.10 Effect of stress range gradient 16 5.11 Hot spot strength me

7、thod 20 5.12 Fatigue strength of casting details 22 5.13 Fatigue strength of adhesively bonded joints 23 Bibliography 34 List of figures Figure 1 Method of designation of quantified service category F12 on drawings 6 Figure 2 Method of designation of quantified service categories F25 and above on dr

8、awings6 Figure 3 Example of hot spot stresses in a tubular lattice joint 21 Figure 4 Fatigue strength curves for plain material 25 Figure 5 Fatigue strength curves for members with welded attachments transverse weld toe 27 Figure 6 Fatigue strength curves for members with welded attachments longitud

9、inal welds 29 Figure 7 Fatigue strength curves for welded joints between members 31 Figure 8 Fatigue strength curve for mechanically fastened joints 33 List of tables Table 1 Restrictions on construction features for use with EXC1 3 Table 2 Performance criteria for designation of quantified service

10、category 5 Table 3 Mechanical properties of original British Standard heat-treatable alloys 7 Table 4 Mechanical properties of original British Standard non-heat-treatable alloys 8 Table 5 Limiting deflections 11 Table 16 Gradient adjustment factor, k b(Case 1 to Case 5) 17ii BSI 2009 PD 6702-1:2009

11、 PUBLISHED DOCUMENT Table 17 Values of k bfor Case 1, Case 3, Case 4 and Case 5 18 Table 18 Values of k bfor Case 2 and Case 5 19 Table 19 Values of Ds C -m 1for hot spot stress assessment 22 Table 6 Detail categories for plain material 24 Table 7 Numerical values of Ds (N/mm 2 ) for plain material

12、25 Table 8 Members with welded attachments transverse weld toe 26 Table 9 Numerical values of Ds (N/mm 2 ) for members with welded attachments transverse weld toe 27 Table 10 Detail categories for members with welded attachments longitudinal welds 28 Table 11 Numerical values of Ds (N/mm 2 ) for mem

13、bers with welded attachments longitudinal welds 29 Table 12 Detail categories for welded joints between members 30 Table 13 Numerical values of Ds (N/mm 2 ) for welded joints between members 31 Table 14 Detail categories for mechanically fastened joints 32 Table 15 Numerical values for Ds (N/mm 2 )

14、for mechanically fastened joints 33 Summary of pages This document comprises a front cover, an inside front cover, pages i to iv, pages 1 to 36, an inside back cover and a back cover. BSI 2009 iii PD 6702-1:2009 PUBLISHED DOCUMENTForeword Publishing information This part of PD 6702 is published by B

15、SI and came into effect on 31 December 2009. It was prepared by Subcommittee B/525/9, Structural use of aluminium. A list of organizations represented on this committee can be obtained on request to its secretary. Relationship with other publications This Published Document gives guidance on the use

16、 of BS EN 1999-1-1 and BS EN 1999-1-3, for the design of aluminium structures in the UK. Information about this document BS EN 1999, Parts 1-1, 1-2, 1-3, 1-4 and 1-5, will replace BS 8118-1 after a period of coexistence. The replacement of BS 8118-1 will represent a substantial change in design prac

17、tice in the UK. This Published Document aims to ensure that aluminium structures are designed with the same level of assurance of reliability as that implicit in BS 8118-1. The guidance given in this Published Document consists of non-contradictory complementary information (NCCI) to enable the user

18、 to apply BS EN 1999 in a safe and cost-effective manner, with particular reference to the following: a) provision in the National Annexes for nationally determined parameters where supporting information is required; b) alternative information where options are permitted in BS EN 1999. This Publish

19、ed Document is likely to be subject to amendment following harmonization of nationally determined parameters by CEN, when this process has been completed and the National Annexes withdrawn. Presentational conventions The provisions in this Published Document are presented in roman (i.e. upright) typ

20、e. Its recommendations are expressed in sentences in which the principal auxiliary verb is “should”. Commentary, explanation and general informative material is presented in smaller italic type, and does not constitute a normative element. Contractual and legal considerations This publication does n

21、ot purport to include all the necessary provisions of a contract. Users are responsible for its correct application. Compliance with a Published Document cannot confer immunity from legal obligations.iv BSI 2009 PD 6702-1:2009 PUBLISHED DOCUMENT This page deliberately left blank BSI 2009 1 PD 6702-1

22、:2009 PUBLISHED DOCUMENT1 Scope This part of PD 6702 gives guidance on the use of the following parts of BS EN 1999, Design of aluminium structures: Part 1-1, General structural rules; Part 1-3, Structures susceptible to fatigue. It is applicable to the same scope of application as BS EN 1999 unless

23、 otherwise stated. The design information included in this document is applicable only when the recommendations in PD 6705-3 are followed for the execution of the structure. NOTE This document covers those items identified in the UK National Annexes to BS EN 199911 and BS EN 19991 3 as requiring add

24、itional guidance. Further material, not necessarily identified in the relevant National Annex, is also given for information.2 Normative references The following referenced documents are indispensable for the application of this document. For dated references, only the edition cited applies. For und

25、ated references, the latest edition of the referenced document (including any amendments) applies. BS 4395-1, Specification for high strength friction grip bolts and associated nuts and washers for structural engineering Part 1: General grade BS EN 1090-3, Execution of steel structures and aluminium

26、 structures Part 3: Technical requirements for aluminium structures BS EN 1990:2002+A1:2005, Eurocode Basis of structural design BS EN 1999-1-1:2007, Eurocode 9: Design of aluminium structures Part 1 1: General structural rules BS EN 1999-1-3:2007, Eurocode 9: Design of aluminium structures Part 1 3

27、: Structures susceptible to fatigue PD 6705-3, Structural use of steel and aluminium Part 3: Recommendations for the execution of aluminium structures to BS EN 1090 33 Terms and definitions For the purposes of this part of PD 6702, the terms and definitions given in BS EN 1999-1-1 and BS EN 1999-1-3

28、 and the following apply.3.1 quantified service category category that characterizes a component or structure (or part thereof), in terms of the circumstances of its use within specified limits of static and cyclic stressing NOTE See 4.1.1.2, 4.1.2, 4.1.4 and 4.1.5.2 BSI 2009 PD 6702-1:2009 PUBLISHE

29、D DOCUMENT4 Recommendations for the use of BS EN 1999-1-14.1 Reliability differentiation see BS EN 1999-1-1:2007, 2.1.2(3) and Annex A4.1.1 General principles4.1.1.1 Reliability class The quality of the work required by BS EN 1090-3 is specified on the basis that the values of partial factor g Mrequ

30、ired by BS EN 1999 provide a safe level of resistance commensurate with Reliability Class 2 (RC2) in BS EN 1990:2002+A1, Annex B. If the design circumstance justifies the use of a higher or lower degree of reliability, the measures specified in BS EN 1990 should be taken in order to make such an adj

31、ustment in the design. However, it should be noted that BS EN 1990 recommends that reliability differentiation is not achieved by the adjustment of g M(i.e. the quality of the work).4.1.1.2 Service category Different structural types and/or different parts of the same structure could be subjected to

32、 significant differences in static and/or cycle stressing. As the quality of the work necessary to provide a consistent value of g Macross such a wide potential range of conditions can vary considerably, there would be a severe economic penalty if one quality level was specified which gave a safe de

33、gree of reliability for all the conditions permitted by BS EN 1999. A major factor in the determination of the quality requirements is the degree of cyclic loading which the structural components need to resist. BS EN 1999-1-3 does not provide normative fatigue design data. However, recommended rule

34、s for such data are given in Clause 5 of this document. Furthermore, Clause 5 provides a quantitative method for differentiating the required quality level according to seven levels of service category (F12 through to F63). These are a refinement of the two service categories (SC1 and SC2) used in B

35、S EN 1090-3, which are based on an unquantified differentiation between the static limits state rules in BS EN 1999-1-1 and the informative fatigue design data in BS EN 1999-1-3. The National Annex to BS EN 1999-1-3 does not recommend the latter for UK use. A range of quantified service categories,

36、designated F12, F20, F25, F31, F40, F50 and F63, is provided (see 4.1.4) which enables a safe, but economical, quality level to be specified for the full range of conditions. The method of specifying the appropriate quantified service category on drawings is given in 4.1.5. NOTE This system has been

37、 adapted using the principles already applied in structural design and execution standards for metal structures, including ISO 10721 1 and ISO 10721 2.4.1.1.3 Execution class The execution class provides a means of varying the degree of assurance that the work meets the relevant quality requirements

38、 of BS EN 1090-3. The assurance is only provided by the documentation required under the contract. BSI 2009 3 PD 6702-1:2009 PUBLISHED DOCUMENT4.1.2 Default service category and execution class In order to simplify the administration of contracts where BS EN 1090-3 is specified, the choice of quanti

39、fied service categories and execution classes has been selected so that the majority of structural aluminium generally falls into one category and class, namely: quantified service category F20; Execution Class 2 (EXC2). These are the default category and class and are deemed to apply unless other c

40、ategories or classes are specifically prescribed. It should be noted that it is an important design responsibility to specify any parts of the structure which need a service category of F25 or above. Where EXC2 is selected, it is recommended that Design Supervision Level 2 (DSL2) or 3 (DSL3) of BS E

41、N 1990 is employed for the design check and that Inspection Level 2 (IL2) of BS EN 1990 is employed for the inspection of the work (see BS EN 1990:2002+A1, Annex B).4.1.3 Choice of execution class4.1.3.1 Use of Execution Class 1 (EXC1) EXC1 should only be used for simple constructions when the conse

42、quences of failure are low and the workmanship requirements are readily achievable. It is essential that EXC1 is not used for structures with regular human occupancy or where structural failure would be likely to directly or indirectly result in human injury or death. In assessing the economic conse

43、quences of failure, account should be taken of the likely number of constructions based on the same design which might be placed on the market. As a guide to the construction features which might be suitable for EXC1, the restrictions given in Table 1 are recommended. Table 1 Restrictions on constru

44、ction features for use with EXC1 Feature Recommended restrictions Type of structure Single storey buildings with span 10 m carrying roof only, not cranes Masts, fences and similar structures 5 m high Architectural features etc. Other minor structural works (e.g. screens, panelling, supports for ligh

45、tweight services) Quantified service category F12 and F20 only Type of product Open section extrusions Sheeting Plate Simple single cell extrusions Materials 3000, 5000 and 6000 series only Joining methods Non-preloaded bolts Proprietary fasteners (e.g. blind rivets) Shop fillet welding only ( G 15

46、mm thick parent metal only)4 BSI 2009 PD 6702-1:2009 PUBLISHED DOCUMENT NOTE It is anticipated that EXC1 would be suitable for small workshops fabricating light weight simple forms of construction, where quality requirements are easily met by personnel with basic training and conditions require rela

47、tively limited assurance measures. Where EXC1 is specified, it is essential that this is indicated in the project specification and/or on the drawings (see 4.1.5).4.1.3.2 Use of Execution Class 2 (EXC2) It is anticipated that EXC2 (which is the default class, see 4.1.2) would be appropriate for the

48、majority of structural aluminium applications. It is recommended that DSL2 or DSL3 and IL2 of BS EN 1990 are employed for this class (see 4.1.2).4.1.3.3 Use of Execution Class 3 (EXC3) EXC3 is suitable for complex constructions where the consequences of failure are exceptionally high and workmanship

49、 requirements are particularly critical. It is anticipated that the use of EXC3 would be limited to designs where unusual circumstances exist, which require a higher degree of assurance than usual. Typical examples are where: novel forms of construction are being used; conditions are close to, or beyond, the limits of previous experience; quality levels are generally expected to be difficult to achieve; the designer considers that the measures recommended