BS PD 6695-1-10-2009 PUBLISHED DOCUMENT nRecommendations for the ndesign of structures to nBS EN 1993-1-10《出版文献 BS EN 1993-1-10标准的结构设计建议》.pdf

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 6695-1-10:2009 PUBLISHED DOCUMENT Recommendations for the design of structures to BS EN 1993-1-10 This pub

2、lication is not to be regarded as a British Standard. PD 6695-1-10:2009 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 59346 8 icS 91.080. 01 The following BSi references

3、 relate to the work on this standard: committee reference B/525/10 and B/525/31 Publication history First published January 2009 Amendments issued since publication Date Text affected PuBliSheD DocumenT BSI 2009 i PD 6695-1-10:2009Contents Foreword ii 1 Scope 1 2 Selection of charpy impact sub-grade

4、 1 3 Prevention of lamellar tearing in welded structural steelwork (BS en 1993-1-10:2005, clause 3) 7 Bibliography 9 List of figures Figure 1 Tee and cruciform joints 8 Figure 2 corner joint 9 List of tables Table 1 maximum permissible values of element thickness, t, for ed= 0.75f y (t) 1 Table 2 ma

5、ximum thicknesses for internal steelwork in buildings for T md= 5 c 3 Table 3 maximum thicknesses for external steelwork in buildings for T md= 15 c 4 Table 4 maximum thicknesses for external steelwork in bridges for T md= 20 c 6 Summary of pages This document comprises a front cover, an inside fron

6、t cover, pages i to ii, pages 1 to 10, an inside back cover and a back cover.PD 6695-1-10:2009 ii BSI 2009 PuBliSheD DocumenTForeword Publishing information This Published Document is published by BSi and came into effect on 31 January 2009. it was prepared by Subcommittee B/525/10, Bridges, in cons

7、ultation with B/525/31, Structural use of steel, under the authority of Technical committee B/525, Building and civil engineering structures. A list of organizations represented on these committees can be obtained on request to their secretary. Relationship with other publications This Published Doc

8、ument gives non-contradictory complementary information for use in the uK with Part 1-10 of the eurocode for the design of steel structures, BS en 1993, and its national Annex. Presentational conventions The provisions in this Published Document are presented in roman (i.e. upright) type. its recomm

9、endations 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. The word “should” is used to express recommendations of this Published Do

10、cument. The word “may” is used in the text to express permissibility, e.g. as an alternative to the primary recommendation of the clause. The word “can” is used to express possibility, e.g. a consequence of an action or an event. Contractual and legal considerations This publication does not purport

11、 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.PuBliSheD DocumenT BSI 2009 1 PD 6695-1-10:20091 Scope This Published Document gives non-contradictory complem

12、entary information for use in the uK with BS en 1993-1-10 and its uK national Annex.2 Selection of Charpy impact sub-grade2.1 Maximum permissible values of thickness for reference temperatures above 10 C and below 50 C (BS EN 1993-1-10:2005, 2.3) Recommended maximum permissible values of element thi

13、ckness t are given in Table 1 for reference temperatures above and below those given in BS en 1993-1-10.Table 1 Maximum permissible values of element thickness, t, for Ed= 0.75f y (t) Steel grade Sub-grade Charpy energy CVN Maximum values of element thickness t (mm) according to the reference temper

14、ature T Ed(C) at T (C) J min 50A) 40A) 30A) 20A) 60A) 70A) 80A) S235 JR 20 27 125 105 90 75 15 10 10 J0 0 27 170 145 125 105 25 20 15 J2 20 27 200 195 170 145 35 30 25 S275 JR 20 27 110 95 75 65 10 10 5 J0 0 27 160 135 110 95 20 15 10 J2 20 27 200 185 160 135 30 25 20 m, n 20 40 200 200 200 185 35 3

15、0 25 ml, nl 50 27 200 200 200 200 55 45 35 S355 JR 20 27 90 75 60 50 10 5 5 J0 0 27 130 110 90 75 15 10 10 J2 20 27 180 155 130 110 20 15 15 K2, m, n 20 40 200 180 155 130 25 20 15 ml, nl 50 27 200 200 200 180 40 35 25 S420 m, n 20 40 185 160 135 115 25 20 15 ml, nl 50 27 200 200 185 160 35 25 20 S4

16、60 Q 20 30 150 125 105 90 15 10 10 m, n 20 40 180 150 125 105 20 15 10 Ql 40 30 200 180 150 125 25 20 15 ml, nl 50 27 200 200 180 150 30 25 20 Ql1 60 30 200 200 200 180 40 30 25 S690 Q 0 40 90 75 60 50 5 5 5 Q 20 30 110 90 75 60 10 5 5 Ql 20 40 130 110 90 75 10 10 5 Ql 40 30 155 130 110 90 15 10 10

17、Ql1 40 40 180 155 130 110 20 15 10 Ql1 60 30 200 180 155 130 25 20 15 A)Reference temperature, T ed .PD 6695-1-10:2009 2 BSI 2009 PuBliSheD DocumenT2.2 Maximum permissible values of thickness for buildings in the UK The maximum thickness values for steelwork inside and outside the building envelope,

18、 based on minimum shade air temperatures of 5 c and 15 c respectively, are given in Table 2 and Table 3 for the most common conditions of use (see Table 2, footnote A for limitations). The maximum thicknesses are derived from requirements given in BS en 1993-1-10, including its national Annex, and t

19、he extension of the range of reference temperatures in Table 1 of this Published Document. NOTE The minimum temperatures in Tables 2 and 3 are expected to cover the majority of future steel building locations in the UK. For more specific data on minimum shade air temperature distributions in the UK,

20、 see NA to BS EN 199115. In cases where lower temperatures apply, the use of JR subgrade in external applications may be restricted (see NA to BS EN 1993110:2005, Table NA.3). The procedure for use of Tables 2 and 3 is as follows: identify potential notch inducing details on member/component a) bein

21、g checked and classify in terms of T RDvalue (see nA to BS en 1993-1-10:2005, NA.2.1.1.2). c alculate the maximum tensile stresses at the details concerned in b) terms of ed /f y (t) according to selected steel grades and element thickness. Select relevant column in Table 2 for each detail according

22、 to c) T RDand ed /f y (t) values (each column corresponds to a particular value of adjustment to the reference temperature). c heck the conditions assumed in Table 2, footnote A. in the event d) that any of the four parameters are not equal to zero for any detail, move from the relevant column to a

23、 new column to the right. The number of column moves should be one for each 10 c adjustment of T that is required. using the detail which relates to the column which is furthest to e) the right for the member/component being checked, select the lowest c harpy subgrade, appropriate to the intended st

24、eel grade, that has a permissible thickness equal to or exceeding that of the member/component element thickness at the controlling detail. in borderline cases it is valid to interpolate between values of f) ed /f y (t) and thickness in adjacent columns to determine the limiting thickness. EXAMPLE T

25、ransverse welded stiffener detail in internal beam 762 267 197UB to BS EN 100252:2004, Grade 275 with ed= 190 N/mm 2 . Conditions in Table 2, Note 1 apply. Flange thickness = 25.4 mm f y (t) = 265 N/mm 2 ed /f y (t) = 0.72 Therefore T RD= 0 C and ed /f y (t) 0.5 (see Table 2). Use seventh column in

26、Table 2. Maximum permissible thickness for S275 JR = 40 mm. Therefore JR subgrade is acceptable.PuBliSheD DocumenT BSI 2009 3 PD 6695-1-10:2009 Table 2 Maximum thicknesses for internal steelwork in buildings for T md= 5 C A) Detail type Tensile stress level, Ed /f y (t) appropriate to stress level a

27、nd detail type B) , c) Description D) T RDD) Comb.1 Comb.2 Comb.3 Comb.4 Comb.5 Comb.6 Comb.7 Comb.8 Comb.9 Comb.10 Plain material +30 c G0 0.15 0.3 H0.5 Bolted +20 c G0 0.15 0.3 H0.5 Welded moderate 0 c G0 0.15 0.3 H0.5 Welded severe 20 c G0 0.15 0.3 H0.5 Welded very severe 30 c G0 0.15 0.3 H0.5 St

28、eel grade Subgrade Maximum thickness (mm) according to combination of stress level and detail type c) Comb.1 Comb.2 Comb.3 Comb.4 Comb.5 Comb.6 Comb.7 Comb.8 Comb.9 Comb.10 S235 JR 135 115 97.5 82.5 67.5 55 45 37.5 32.5 27.5 J0 199.5 182.5 157.5 135 115 97.5 82.5 67.5 55 45 J2 200 200 197.5 182.5 15

29、7.5 135 115 97.5 82.5 67.5 S275 JR 122.5 102.5 85 70 60 50 40 32.5 27.5 22.5 J0 192.5 172.5 147.5 122.5 102.5 85 70 60 50 40 J2 200 200 192.5 172.5 147.5 122.5 102.5 85 70 60 m, n 200 200 200 192.5 172.5 147.5 122.5 102.5 85 70 ml, nl 200 200 200 200 200 192.5 172.5 147.5 122.5 102.5 S355 JR 82.5 67

30、.5 55 45 37.5 30 22.5 17.5 15 12.5 J0 142.5 120 100 82.5 67.5 55 45 37.5 30 22.5 J2 190 167.5 142.5 120 100 82.5 67.5 55 45 37.5 22.5 200 190 167.5 142.5 120 100 82.5 67.5 55 45 ml, nl 200 200 200 190 167.5 142.5 120 100 82.5 67.5 S420 m, n 172.5 147.5 125 105 87.5 72.5 60 50 40 32.5 ml, mn 200 192.

31、5 172.5 148.5 125 105 87.5 72.5 60 50 S460 Q 137.5 115 97.5 80 65 55 45 35 27.5 22.5 m, n 162.5 137.5 115 97.5 80 65 55 45 35 27.5 Q, l 187.5 162.5 137.5 115 97.5 80 65 55 45 35 ml, nl 200 187.5 162.5 137.5 115 97.5 80 65 55 45 Ql1 200 200 181.5 162.5 137.5 115 97.5 80 65 55 S690 Q (0) 82.5 67.5 55

32、45 35 27.5 22.5 17.5 12.5 10 Q (20) 100 82.5 67.5 55 45 35 27.5 22.5 17.5 12.5 Ql (20) 120 100 82.5 67.5 55 45 35 27.5 22.5 17.5 Ql (40) 140 120 100 82.5 67.5 55 45 35 27.5 22.5 Ql1 (40) 162.5 140 120 100 82.5 67.5 55 45 35 27.5 Ql1 (60) 187.5 162.5 140 120 100 82.5 67.5 55 45 35 A)This table is bas

33、ed on the following conditions:a) T Rg= 0. See nA to BS en 1993-1-10:2005, NA.2.1.1.2, Table nA.2. For further guidance on types of geometry where there is likely to be a gross stress concentration factor (Sc F) greater than unity see PD 6695-1-9:2008, Figure 2b and 2c.b) T R= 0. See BS en 1993-1-10

34、:2005, 2.2(5) (radiation loss).c) T = 0. See BS en 1993-1-10:2005, 2.2(5) and 2.3.1(2) (impact loading).d) T cf= 0. See BS en 1993-1-10:2005, 2.2(5) and 2.3.1(2) (cold forming).if any of conditions a) to d) are not complied with, an appropriate adjustment towards the right side of the Table should b

35、e made in accordance with the relevant clauses above. B)See nA to BS en 1993-1-10:2005, NA.2.1.1.5, and BS en 1993-1-10:2005, 2.2.3. c)The “comb.X” column headings indicate combinations of levels of stress and detail type. D)Simplified descriptions indicating notch severity. For a full description o

36、f detail types and definition of T RD , see nA to BS en 1993-1-10:2005, NA.2.1.1.2 and NA.2.1.1.1 respectively.PD 6695-1-10:2009 4 BSI 2009 PuBliSheD DocumenT Table 3 Maximum thicknesses for external steelwork in buildings for T md= 15 C A) Detail type Tensile stress level, Ed /f y (t) appropriate t

37、o stress level and detail type B) , c) Description D) T RDD) Comb.1 Comb.2 Comb.3 Comb.4 Comb.5 Comb.6 Comb.7 Comb.8 Comb.9 Comb.10 Plain material +30 c G0 0.15 0.3 H0.5 Bolted +20 c G0 0.15 0.3 H0.5 Welded moderate 0 c G0 0.15 0.3 H0.5 Welded severe 20 c G0 0.15 0.3 H0.5 Welded very severe 30 c G0

38、0.15 0.3 H0.5 Steel grade Subgrade Maximum thickness (mm) according to combination of stress level and detail type c) Comb.1 Comb.2 Comb.3 Comb.4 Comb.5 Comb.6 Comb.7 Comb.8 Comb.9 Comb.10 S235 JR 82.5 67.5 55 45 37.5 32.5 27.5 22.5 17.5 12.5 J0 182.5 157.5 135 115 97.5 82.5 67.5 55 45 37.5 J2 200 1

39、97.5 182.5 157.5 135 115 97.5 82.5 67.5 55 S275 JR 70 60 50 40 32.5 27.5 22.5 17.5 12.5 10 J0 172.5 147.5 122.5 102.5 85 70 60 50 40 32.5 J2 200 192.5 172.5 147.5 122.5 102.5 85 70 60 50 m, n 200 200 192.5 172.5 147.5 122.5 102.5 85 70 60 ml, nl 200 200 200 200 192.5 172.5 147.5 122.5 102.5 85 S355

40、JR 45 37.5 30 22.5 17.5 15 12.5 10 7.5 5 J0 120 100 82.5 67.5 55 45 37.5 30 22.5 17.5 J2 167.5 142.5 120 100 82.5 67.5 55 45 37.5 30 K 2 , m, n 190 167.5 142.5 120 100 82.5 67.5 55 45 37.5 ml, nl 200 200 190 167.5 142.5 120 100 82.5 67.5 55 S420 m, n 147.5 125 105 87.5 72.5 60 50 40 32.5 27.5 ml, mn

41、 192.5 172.5 147.5 125 105 87.5 72.5 60 50 40 S460 Q 115 97.5 80 65 55 45 35 27.5 22.5 17.5 m, n 137.5 115 97.5 80 65 55 45 35 27.5 22.5 Q, l 162.5 137.5 115 97.5 80 65 55 45 35 27.5 ml, nl 187.5 162.5 137.5 115 975 80 65 55 45 35 Ql1 200 187.5 162.5 137.5 115 97.5 80 65 55 45 S690 Q (0) 67.5 55 45

42、35 27.5 22.5 17.5 12.5 10 7.5 Q (20) 82.5 67.5 55 45 35 27.5 22.5 17.5 12.5 10 Ql (20) 100 82.5 67.5 55 45 35 27.5 22.5 17.5 12.5 Ql (40) 120 100 82.5 67.5 55 45 35 27.5 22.5 17.5 Ql1 (40) 140 120 100 82.5 67.5 55 45 35 27.5 22.5 Ql1 (60) 162.5 140 120 100 82.5 67.5 55 45 35 27.5 A)This table is bas

43、ed on the following conditions:a) T Rg= 0. See nA to BS en 1993-1-10:2005, NA.2.1.1.2, Table nA.2. For further guidance on types of geometry where there is likely to be a gross stress concentration factor (Sc F) greater than unity see PD 6695-1-9:2008, Figure 2b and 2c.b) T R= 0. See BS en 1993-1-10

44、:2005, 2.2(5) (radiation loss).c) T = 0. See BS en 1993-1-10:2005, 2.2(5) and 2.3.1(2) (impact loading).d) T cf= 0. See BS en 1993-1-10:2005, 2.2(5) and 2.3.1(2) (cold forming).if any of conditions a) to d) are not complied with, an appropriate adjustment towards the right side of the Table should b

45、e made in accordance with the relevant clauses above. B)See nA to BS en 1993-1-10:2005, NA.2.1.1.5, and BS en 1993-1-10:2005, 2.2.3. c)The “comb.X” column headings indicate combinations of levels of stress and detail type. D)Simplified descriptions indicating notch severity. For a full description o

46、f detail types and definition of T RD , see nA to BS en 1993-1-10:2005, NA.2.1.1.2 and NA.2.1.1.1 respectively.PuBliSheD DocumenT BSI 2009 5 PD 6695-1-10:20092.3 Maximum permissible values of thickness for bridges in the UK For steelwork in bridges, Table 4 may be used for deriving thickness limits

47、where the minimum design temperature is not below 20 c . The maximum thicknesses have been derived from the same sources as in Tables 2 and 3. however, attention should be paid to the conditions in Table 4, footnote A, which may apply in certain types of bridge. For example, members with access hole

48、s, with sudden changes in cross section or with intersections with other members without sufficient stiffening, will require a T Rgadjustment see Table 4, footnote A, item a). members designed for accidental impact forces will require a T adjustment which is not allowed for in Table 4 see Table 4, f

49、ootnote A, item c). NOTE The minimum temperature in Table 4 is expected to cover the majority of future bridge locations in UK. For more specific data on minimum shade air temperature distributions in the UK, see the NA to BS EN 199115.2.4 Maximum permitted thicknesses for other structures For statically loaded structures it is recommended that the requirements for buildings should apply. For structures suscepti