En 1999-1-1 2007 - A1 2009 PDF

 

EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM

EN 1999-1-1:2007/A1 July 2009

ICS 91.010.30; 91.080.10

 

English Version

Eurocode 9: Design of aluminium structures - Part 1-1: General structural rules Eurocode 9: Calcul des structures en aluminium - Partie 11: Règles générales

Eurocode 9: Bemessung und Konstruktion von Aluminiumtragwerken Aluminiumtragwerk en - Teil 1-1: Allgemeine Bemessungsregeln

This amendment A1 modifies the European Standard EN 1999-1-1:2007; it was approved by CEN on 12 March 2009. CEN members are bound to comply with the CEN/CENELEC Internal Regulati Regulations ons which stipulate the conditions for inclusion of this amendment into the relevant national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN Management Centre or to any CEN member. This amendment in three official (English, A version in any Centre other language madestatus by translation under the responsibility of aexists CEN member into itsversions own language andFrench, notifiedGerman). to the CEN Management has the same as the official versions. CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

EUROPEAN COMMITTEE FOR STANDARDIZATION COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG

Management Centre: Avenue Marnix Marnix 17, B-1000 B Brussels russels

 © 2009 CEN

All rights of exploitation exploitation in any form and by any means reserved worldwide for CEN national Members.

Ref. No. EN 1999-1-1:2007/A1:2009: E

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EN 1999-1-1:2007/A1:2009 (E)

Foreword This document (EN 1991-1-1:2005/A1:2009) has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes”, the secretariat of which is held by BSI. This European Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by July 2010, and conflicting national standards shall be withdrawn at the latest by January 2010.  Attention is drawn to the possibility that some of the elements of this document docum ent may be the subject of patent rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.

 According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.

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EN 1999-1-1:2007/A1:2009 (E)

1) Modifications in the e entire ntire doc document ument Replace 14 times "center" "center" with  with "centre" "centre".. Replace all occurrences of the symbol  “ M   M c” with “ M   M o”. Replace all occurrences of the symbol  “ M   M c,Rd  M o,Rd c,Rd” with “ M  o,Rd”. Replace in the entire document "prEN 1090-2" with 1090-2" with "EN 1090-2" and 1090-2" and "prEN 1090-3" with 1090-3" with "EN 1090-3". 1090-3".

2) Modification to 1.1.1 Paragraph “(3)” “(3)”,, delete footnote “5” “5”..

3) Modification to 1.1.2 Paragraph “(1)” “(1)”,, replace "(see section 3)." with 3)." with "(see section 3 and Annex C).". C)." .

4) Modification to 1.2.1 Delete footnote “6” “6”..

5) Modification to 1.2.2 Delete reference to “EN 1993-1-1”. 1993-1-1”.

6) Modifications to 1.2.3 Delete the following references: “

EN 573-1

EN 12020-1

EN 439

ISO 18273

EN 573-2

EN 12020-2

EN 970

ISO 1000

EN 573-3

ISO 8062

EN 1011-1

ISO 31-0

EN 573-4

EN 287-2

EN 1418

ISO 3898

EN 515

EN288-4

EN-ISO 10042

“. Delete the heading of Subclause “1.2.3.1” “1.2.3.1”.. Replace heading numbers “1.2.3.2” “1.2.3.2” to  to “1.2.3.4” “1.2.3.4” with  with “1.2.3.1” “1.2.3.1” to  to “1.2.3.3” “1.2.3.3”.. Replace all dated reference numbers with undated reference numbers (e.g. replace "EN 485-1:1993" with 485-1:1993" with "EN 485-1"  ), ), except for “EN 755-2:1997” and 755-2:1997” and “EN 1011-4:2000”, as well as for "EN 755-2:1997" which 755-2:1997" which is to be replaced with "EN 755-2:2008". 755-2:2008". Replace "EN ISO 1302" with 1302" with "prEN ISO 1302". 1302". Move the following references to the Bibliography (undated): “EN 1592-1”, 1592-1”, “EN 1592-2”, 1592-2”, “EN 1592-3” and 1592-3” and “EN 1592-4”. 1592-4”. Title of “EN 12681”, 12681”, replace "inspection" "inspection" with  with "examination" "examination"..

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EN 1999-1-1:2007/A1:2009 (E) Replace title of “EN 1011-4” with 1011-4” with "Welding – Recommendations for welding of metallic materials – Part 4:  Arc welding of aluminium and aluminium alloys.". alloys." .

7) Modifications to 1.6 Section “6.2 Resistance of cross sections”, sections” , move the symbols symbols   “bo” and “ L section    Le” to Subclause “1.6”  – section “Annex K”. K”. Section “8 Design of connections”, connections”, delete the symbol “γ  Mc” and its definition.

8) Modifications to 3.2.2 “Table 3.2b”, 3.2b”, add two rows to the table with characteristics for “Alloy EN-AW 5454” and  “EN-AW  “EN-AW 5754”, 5754”, as shown below (some figures shall be bold  as  as shown): “

 Alloy EN AW 5454

Product

Temper

form

O/H111

ET, EP,ER/B F/H112 ET, EP,ER/B

5754 DT

O/H111 F/H112 H14/ H24/H34

Thick4) 1) 1) 4) 5) 2) f o,haz HAZ-factor    f  f   A   ,       o u u,haz ness t  ness  t     BC  6)  mm 1) N/mm2  N/mm2  %  ρ o,haz o,haz   ρ u,haz u,haz  3)  t  ≤ 25  25  ≤

t  25  25  t  ≤ 10

200

16

85

200

1

1

B

5

80

180

14

80

180

1

1

B

6

180 240

4

100

180

0,56

0,75

B

1 16 6

bold  as  as

shown): shown):

“

“ with: “

“. “Table 3.2b”, 3.2b”, for “alloy 6063”, 6063”, column 2, line 5, replace “.” “.” with  with “,” “,” to  to write: “EP,ET,ER/B”.. “EP,ET,ER/B” “Table 3.2b”, 3.2b”, footnote “3” “3”,, replace "EN 755-2" with 755-2" with "EN 755-2:2008". 755-2:2008". “Table 3.2b”, 3.2b”, in footnote “4”, “4”, second row, replace:

4

7) 

85

“; and delete note 8. “Table 3.2b”, 3.2b”, replace (some figures shall be

np 

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EN 1999-1-1:2007/A1:2009 (E) "(3xxx, 5xxx and 8011A)" with: "(3xxx and 5xxx)". 5xxx)". “Table 3.2b”, 3.2b”, for “alloy 6082”, 6082”, replace twice "EP/O,EP/H" "EP/O,EP/H" with  with "EP" "EP"..

9) Modification to 3.2.3.2 Paragraph “(1)” “(1)”,, in text and note, replace three times "EN 1706" with 1706" with "EN 1706:1998"; 1706:1998"; and replace "see 6.3.3(2) EN …)" with …)" with "see 6.3.3.2 of EN …)"; …)" ; and replace "see 6.3.3(3) EN …)" with "see 6.3.3.2 of EN …)".. …)"

10) Modifications to 3.3.2.1 “Table 3.4”, 3.4”, footnote “1” of “1” of the table, delete “and (5)”. (5)”. “Table 3.4”, 3.4”, footnote “2” of “2” of the table, delete “and (4)”. (4)”.

11) Modifications to 5.3.1 Paragraph “(1)P” “(1)P”,, note, replace "equal or less than the fundamental geometrical tolerances"  tolerances"   with “in accordance with the essential tolerances”. tolerances”. Paragraph “(1)P” “(1)P”,, note, replace “-valued” “-valued” with  with “-values” “-values”..

12) Modifications to 5.3.2 Paragraph “(7)” “(7)”,, “Figure 5.3”, 5.3”, replace 4 times " e0,d  " with " e0 ". Paragraph “(11)” “(11)”,, equation “(5.6)” “(5.6)”,, replace:

η init ( x) = e0,d "

 

 N cr, m

′′  EI m η cr 

η cr ( x)

max

"

with:  N 

η init ( x ) = e0 "

 

cr,m

′′ m  EI m η cr,

η cr ( x) ".

Paragraph “(11)” “(11)”,, formula “(5.7)” “(5.7)”,, replace " e0,d  " with with "  " e0 ".  Paragraph “(11)” “(11)”,, replace: "and m denotes the cross-section where

′′ η cr 

 reaches its maximum."

with: "and m denotes the cross-section where and uniform cross-section.". cross-section.".

′′ η cr 

 reaches its maximum in the case of uniform normal force

Paragraph “(11)” “(11)”,, replace:

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EN 1999-1-1:2007/A1:2009 (E)  EI  η ′′ " m cr  max is the bending moment"

with:  EI  η ′′ " m cr, m is the bending moment". moment" . 1

1

′′

Paragraph “(11)” “(11)”,, “Note 2”, 2”, replace "The ratio

 EI m η cr  max

 ′′

" with "The ratio η II

Paragraph “(11)” “(11)”,, “Note 2”, 2”, replace "may be replaced by

 II   M η cr, m

 EI m η cr,m

".

max

η cr  max

" with "may be replaced by

II

η 

max

II  M η cr,m

η cr  max

", i.e. replace "II " with "II" "II"..

Paragraph “(11)” “(11)”,, “Note 2”, 2”, replace: "

η cr  max

 

is the maximum amplitude of…"

 

is the maximum value of the amplitude of…". of…".

with: "

η cr  max

Paragraph “(11)” “(11)”,, “Note 2”, 2”, replace:

“

η II

max

 is the maximum deflection of the structure calculated using second order analysis for…"

with: η II

max  is the maximum deflection of the structure calculated using second order analysis (symbolised by " II) for…" for…"..

Paragraph “(11)” “(11)”,, “Note 2”, 2”, equation “(5.8)” “(5.8)”,, replace: II

II  M η init

( x ) =

"

e 0,d  N cr,m η 

II max  M η cr   x II    M η cr,m η cr  max

( ) "

with:

II  M η init

"

( x ) =

e0 N cr, m η II  

max

 M η IIcr, m η cr  max

II

 M η cr ( x )

".

13) Modifications to 5.3.4 Paragraph “(2)” “(2)”,, replace "

e0,d 

" with "

e0

".

e0,d 

Paragraph “(3)” “(3)”,, replace twice "

6

e

" with "

0

".

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EN 1999-1-1:2007/A1:2009 (E) 14) Modification to 6.1.4.3 Paragraph “(3)” “(3)”,, entry “e)” “e)”,, replace "6.1.4.3(1)a)" "6.1.4.3(1)a)" with  with "6.1.4.3(1)" "6.1.4.3(1)"..

15) Modification to 6.1.6.2 Paragraph “(2)” “(2)”,, replace " f a,a, haz" with " f   f u,haz u,haz".

16) Modifications to 6.1.6.3 Paragraph “(5)” “(5)”,, replace: "6xxx or 7xxx series alloys, or 5xxx series…" with: "6xxx and 7xxx series alloys, and in 3xxx and 5xxx series…". series…". Paragraph “(6)” “(6)”,, replace: "or work-hardened 5xxx series…" with: "and work-hardened 3xxx and 5xxx series…". series…" . Paragraph “(8)” “(8)”,, replace: "or work-hardened 5xxx series…" with: "and work-hardened 3xxx and 5xxx series…"; series…" ; and replace: "and work-hardened 5xxx series…" with: "and work-hardened 3xxx and 5xxx series…". series…" . Paragraph “(8)” “(8)”,, entry “a)” “a)”,, replace: "If the interpass temperature  T 1(°C), which should be somewhere between 60 °C and 120 °C, it is conservative to assume that for 6xxx, 7xxx or workhardened 5xxx series alloys   bhaz will be multiplied by a factor α 2, as follows:" with: "If the interpass temperature  T 1(°C) is between 60 °C and 120 °C, it is conservative for 6xxx, 7xxx and work-hardened 3xxx and 5xxx alloys to multiply bhaz by a factor  α 2 as follows:". follows:".

17) Modifications to 6.2.2.2 Replace the last subclause number "(0)" "(0)" with  with "(5)" "(5)".. Paragraph “(2)” “(2)”,, delete “gross” “gross”.. Radni dokumenti za HZN/TO 548 HZN/TO 548 - Drazen Anicic; Pripremljeno: Pripremljeno: 2010-12-21 Namijenjeno iskljucivo iskljucivo za rad HZN/TO 548. Primjena u druge svrhe STROGO ZABRANJENA

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EN 1999-1-1:2007/A1:2009 (E) 18) Modifications to 6.2.3 Move the last sentence of subclause “6.2.3” “6.2.3” to  to the left (for alignment) and give it the number “(4)” “(4)”.. “(3)”,, replace "see 6.3.1.5" with 6.3.1.5" with "see 8.5.2.3". 8.5.2.3". Paragraph “(3)” Paragraph “(1)” “(1)”,, add the following “Note” “Note”:: "Note

Eccentricity due to the shift of centroidal axis of asymmetric welded sections may be neglected." neglected."..

19) Modification to 6.2.4 Paragraph “(1)” “(1)”,, add the following “Note” “Note”:: "Note

Eccentricity due to the shift of centroidal axis of asymmetric welded sections may be neglected." neglected.".. 

20) Modification to 6.2.5 Paragraph “(1)” “(1)”,, add the following “Note” “Note”:: "Note

Eccentricity due to the shift of centroidal axis of asymmetric welded sections may be neglected." neglected.".. 

21) Modification to 6.2.5.1 Paragraph “(2)” “(2)”,, last line, replace " β   " β  / β   β  " with " β  / β ". 2

3

2

22) Modifications to 6.2.8 In clauses between “(5)” “(5)” and  and “(8)” “(8)”,, replace "(2)" "(2)" with  with "(6)" "(6)";; then replace "(3)" "(3)" with  with "(7)" "(7)";; finally move clause “(6)” to “(6)”  to the left (for alignment). Paragraph “(6)” “(6)”,, replace "see 6.7.6." with 6.7.6." with "see 6.2.5.". 6.2.5.". Paragraph “(8)” “(8)”,, replace "see 6.7.8." with 6.7.8." with "see 6.7.6.". 6.7.6.".

23) Modification to 6.2.9.3 Paragraph “(2)” “(2)”,, replace “extend” “extend” with  with “extends” “extends”..

24) Modification to 6.3.1.1 Paragraph “(2)” “(2)”,, in the explanation for “κ ”, replace "according to 6.3.3.3." with 6.3.3.3." with "according to 6.3.3.3. κ  =  = 1 if there are no welds.". welds.".

25) Modification to 6.3.1.2 Paragraph “(1)” “(1)”,, in “(6.50)” “(6.50)”,, replace "

 χ  < 1,0  "  χ  ≤ 1,0 ".  " with  with "

26) Modification to 6.3.1.3 “(1)” and “(2)” with: Replace paragraphs “(1)”  and “(2)”  with: “(1) The relative slenderness λ   is given by:

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EN 1999-1-1:2007/A1:2009 (E)

λ  =

 Aeff   f o

 L 1  Aeff   f o  = cr   N cr  i π   A  E     

(6.52)

where:

 Lcr    is the buckling length in the buckling plane considered i   is the radius of gyration about the relevant axis, determined using the properties of gross cross-section. (2) The buckling length  Lcr   should be taken as kL, where  L L is the length between points of lateral support; for a cantilever,  L is its length. The value of k , the buckling length factor for members, should be assessed from knowledge of the end conditions. Unless more accurate analysis is carried out, Table 6.8 should be used. NOTE The buckling length factors  k   are increased compared to the theoretical value for fixed ends to allow for various deformations in the connection between different structural parts. 

Table 6.8 - Buckling length factor  k  for members End conditions  conditions 

k  

1. Held in position and restrained in direction at both ends

0,7

2. Held in position at both ends and restrained in direction at one end

0,85

3. Held in position at both ends, but not restrained in direction

1,0

4. Held in position at one end, and restrained in direction at both ends

1,25

5. Held in position and restrained in direction at one end, and partially restrained in direction but not held in position at the other end

1,5

6. Held in position and restrained in direction at one end, but not held in position or restrained at the other end

2,1

". 

27) Modification to 6.3.1.2 Paragraph “(1)” “(1)”,, add note at the end of “(1)” “(1)”:: "NOTE

In a member with a local weld the slenderness parameter λ haz  according to 6.3.3.3 (3)

should be used for the section with the weld". weld". 

28) Modification to 6.3.1.5 Paragraph “(1)” “(1)”,, entry “d)” “d)”,, replace “ingle” “ingle” with  with “single” “single”..

29) Modification to 6.3.2.1 Paragraph “(1)” “(1)”,, replace “mayor” “mayor” with  with “major” “major”..

30) Modification to 6.3.3.1 Paragraph “(1)” “(1)”,, replace "otherwise 6.3.3 and 6.3.3.4" with 6.3.3.4"  with "otherwise 6.3.3, 6.3.3.4 and 6.3.3.5". 6.3.3.5" .

31) Modification to 6.3.3.5 Paragraph “(2)” “(2)”,, replace clause “(2)” “(2)” with:  with:

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EN 1999-1-1:2007/A1:2009 (E)

“(2) For end moments

 M Ed,1   > M Ed,2

 only, the distance

  x π   ( M Ed,1 − M Ed,2 )  N Rd 1 ⋅ ⋅ cos s  =   M Rd  N Ed π(1 / χ  − 1)   l c  

 xs  can be calculated from

  but

 xs   ≥ 0

 

(6.71) 

 A and B are examples of studied sections marked mark ed with transverse lines. See Table 6.8 for value of buckling length l c  = KL . Figure 6.14 - Buckling length l c  and definition of  xs   ( = x A or  x B ) ”.

32) Modification to 6.5.2 and 6.5.3 Move “Figure 6.22” into 6.22” into Subclause “6.5.1” “6.5.1”..

33) Modification to 6.5.2 Paragraph “(4)” “(4)”,, entry “b)”, “b)”, replace  replace twice "λ " with " λ  ".

34) Modifications to 6.5.3 Paragraph “(2)” “(2)”,, last line, replace “ M   M a,Rd  M uu,Rd a,Rd” with “ M  ,Rd”. Paragraph “(3)” “(3)”,, replace “Class 1 and 2 cross-section” with cross-section” with “Class 1 and 2 cross-sections”. cross-sections”. Paragraph “(3)” “(3)”,, last line of the clause, delete: " f  yielding" .   f o is the characteristic value of strength for overall yielding".

35) Modifications to 6.5.4 Paragraph “(1)” “(1)”,, replace text of the clause with: "(1) If the applied actions at the end of a rectangular plate result in a transverse stress gradient, the stresses are transferred into an axial force and a bending moment treated separately according to 6.5.2 and 6.5.3. The load combination is then treated as in 6.5.6.”. 6.5.6.” . Paragraph “(2)” “(2)”,, in the 4th line, replace “may be satisfied” with satisfied” with “should be performed”. performed”.

36) Modifications to 6.5.5 u,haz" with " ρ o,haz o,haz". Paragraph “(3)” “(3)”,, entry “a”, “a”, replace " ρ u,haz

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EN 1999-1-1:2007/A1:2009 (E) Paragraph “(3)” “(3)”,, entry “b”, “b”, replace:

ν1 = k τ  "where …

430t 2 ε 2 b2

"

with: 2 2

ν1 = k τ  430t  ε b2 "where …  and  ν1 ≤ 1,0".

37) Modifications to 6.5.6 Paragraph “(3)” “(3)”,, replace “conditions” “conditions” with  with “condition” “condition”.. Paragraph “(3)” “(3)”,, replace "(6.90)" "(6.90)" with  with "(6.90a)" "(6.90a)".. “(4)”,, replace clause “(4)” “(4)” with: Paragraph “(4)”  with: "(4) If the combined action includes the effect of a coincident shear force, if it does not exceed

 N Ed  N c,Rd

 M Ed

+  M c, Rd

V Ed , then V Ed may be ignored

0,5V Rd (see 6.5.8). If V Ed > V Rd   the following condition should be satisfied:

 2V Ed   +  V  − 1     Rd

2

≤ 1,00  

(6.90b).”.  (6.90b).”.

38) Modifications to 6.6.1 Paragraph “(4)” “(4)”,, replace “applied” “applied” with  with “longitudinal” “longitudinal”.. Paragraph “(4)” “(4)”,, replace “transverse load” with load” with “transverse in-plane direct stress”. stress”.

39) Modifications to 6.6.2 Paragraph “(2)” “(2)”,, delete "local buckling and". and". Paragraph “(3)” “(3)”,, in the second line, replace "2aw" with "2a". Paragraph “(5)” “(5)”,, replace "all stiffeners within the plate width b"  b"   with "all stiffeners and plating within the width b". b".

40) Modifications to 6.6.3 Paragraph “(2)” “(2)”,, third line, replace "it may generally be assumed” with assumed”  with “it should generally be assumed”. assumed”. “(4)”,, replace three times  “ χ c” with “ χ ”. Paragraph “(4)”

41) Modifications to 6.6.5 Paragraph “(2)” “(2)”,, delete “and the same general thickness t, found”. found”. Paragraph “(3)” “(3)”,, replace: " B  Bx = … area of stiffener" Radni dokumenti za HZN/TO 548 HZN/TO 548 - Drazen Anicic; Pripremljeno: Pripremljeno: 2010-12-21 Namijenjeno iskljucivo iskljucivo za rad HZN/TO 548. Primjena u druge svrhe STROGO ZABRANJENA

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EN 1999-1-1:2007/A1:2009 (E) with: " B  Bx = … area of stiffeners", i.e. add " s".

42) Modification to 6.6.6 Paragraph “(1)” “(1)”,, replace “(6.99) to (6.110)” with (6.110)” with “(6.104) to (6.110)”. (6.110)”.

43) Modification to 6.7.4.1 Under “Table 6.13”, 6.13”, replace twice " f   f aaw  f uw w" with " f  uw".

44) Modifications to 6.7.4.2  Add number “(12)” “(12)” in  in front of the last line. In “(6.125)” “(6.125)”,, replace "V Rd Rd" with "V w,Rd w,Rd" (4). Paragraph “(6)” “(6)”,, replace "of their actual value" with value"  with "of its value". value". Paragraph “(7)” “(7)”,, replace "is the sum of the stiffness for the individual stiffeners"  stiffeners"   with "is the second moment of area of all individual stiffeners". stiffeners" .

45) Modification to 6.7.6.1 . . Paragraph “(2) “(2)”, ”, in explanation of “ M   M f,Rd with "  "(= (= min(   Af1 hf f o/γ  M1, Af2 hf f o/γ  M1 )  )." .".. f,Rd”, replace ", see 6.7.5(9)" with

46) Modifications to 6.7.7 Paragraph “(1)” “(1)”,, add explanation of “ f   f oof f ”: " f   f of  of  

is the 0,2% proof strength of the flange material". material" .

Paragraph “(1)” “(1)”,, replace: "- plastic moment of resistance utilized  k  = 0,55" with: "- elastic moment of resistance utilized k  = 0,55". 0,55".

47) Modification to 6.7.8.1 Replace "(4)" "(4)",, "(5)" and "(6)" with "(3)" "(3)",, "(4)"  "(4)" and  and "(5)" "(5)".. 

48) Modification to 7.1 Paragraph “(1)” “(1)”,, replace “A aluminium” with aluminium” with “An aluminium”. aluminium”.

49) Modification to 7.2.4 Paragraph “(2)” “(2)”,, in explanation of “l eff  6.7.5" with "see 6.2.5.2". 6.2.5.2". eff ”, replace "see 6.7.5" with

50) Modification to 8.1.1 “Table 8.1”, 8.1”, replace “Table 8.1” with: 8.1” with:

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EN 1999-1-1:2007/A1:2009 (E) “ Table 8.1 - Recommended partial factors γ   γM     for joints Resistance of members and cross-sections

γ  M1 and γ  M2 see 6.1.3

Resistance of bolt connections

γ  M2 

= 1,25

Resistance of pin connections

γ  Mp 

= 1,25

Resistance of welded connections

γ  Mw 

= 1,25

Resistance of rivet connections Resistance of plates in bearing

Slip resistance, see 8.5.9.3 - for serviceability limit states

γ  Ms,ser   = 1,1

- for ultimate limit states

γ  Ms,ult   = 1,25

Resistance of adhesive bonded connections

γ  Ma

Resistance of pins at serviceability limit state

γ  Mp,ser   = 1,0

≥ 3,0

”.

51) Modification to 8.1.4 Paragraph “(1)” “(1)”,, entry “(b)” “(b)”,, replace “each parts” with “each part”. part”.

52) Modification to 8.3 Replace paragraphs “(1)” “(1)”,, “(2)” “(2)” and  and “(3)” “(3)” with:  with: “(1) Where a joint loaded in shear is subject to frequent impact or significant vibration either welding, preloaded bolts, injection bolts or other types of bolts, which effectively prevent movement and loosening of fastener, should be used. (2) Where slipping is not acceptable in a joint because it is subject to reversal of shear load (or for any other reason), preloaded bolts in a slip-resistant connection (category B or C as appropriate, see 8.5.3), fitted bolts or welding should be used. (3) For wind and/or stability bracings, bolts in bearing type connections (category A in 8.5.3) may be used.”.. used.”

53) Modifications to 8.5.1 Paragraph “(12)” “(12)”,, add new clause “(12)” “(12)”:: “(12) Oversized holes in bolted connections of Category A may be used if the following conditions are met: − 

a possi possible ble greater setting of the structure or of the component can be accepted;

− 

no reversal loads are acting;

− 

oversized bolts holes are used on one side of a joint, where they should be applied iin n the component to be connected or in the connecting devices (cover plates, gussets);

− 

the rules for geometrical tolerances for oversized holes given in EN 1090-3 are applied;

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EN 1999-1-1:2007/A1:2009 (E) − 

for bolts with diameter d  ≤ 10  mm the design resistance of the bolt group based on bearing is less than the design resistance of the bolt group based on shear. See also 8.5.5 (7).” .

“Table 8.2”, 8.2”, in rows 5 and 6, replace twice “8.5.1 (4)” with (4)” with “8.5.1 (5)”. (5)”. “Table 8.2”, 8.2”, in footnote “2)” “2)”,, replace "6.4 as"  as"  with "6.3 as"; as"; delete "as column like buckling"; buckling"; then delete "The end distance is not affected by this requirement". requirement" .

54) Modifications to 8.5.2.3 Paragraph “(1)” “(1)”,, replace "connected members"  members"  with "connected  members under tension and compression"..  sion" Delete paragraph “(3)” “(3)”.. Replace the title of “Figure 8.6” with 8.6” with “Connection of angles”. angles”.

55) Modifications to 8.5.3.1 Paragraphs “(2)” “(2)”,, “(3)” “(3)” and  and “(4)” “(4)”,, delete the last sentence in each one of these paragraphs. “Table 8.4”, 8.4”, in Row 5, for category C, replace the last condition for this category with: "

Σ F v, Ed   ≤  N net, Rd,ser 

".

56) Modifications to 8.5.5 Paragraph “(6)” “(6)”,, replace the second sentence with: "For bolts with cut threads, the relevant values from Table 8.5 should be reduced by multiplying them by a factor of 0,85.”. 0,85.”. Paragraph “(7)” “(7)”,, replace “(7)” “(7)” with:  with: “(7) The values for design shear resistance   F  F v,Rd v,Rd  given in Table 8.5 apply only where the bolts are used in holes with nominal clearances not exceeding those for standard holes as specified in EN 1090-3. For oversized holes and slotted holes  F  0,7.”.  F v,RD v,RD is reduced by a factor of 0,7.”.

57) Modifications to 8.5.6 Delete paragraph “(6)” “(6)”.. Delete paragraph “(7)” “(7)”.. Paragraph “(8)” “(8)”,, replace paragraph number "(8)" "(8)" with  with "(6)" "(6)".. Paragraph “(9)” “(9)”,, replace paragraph number "(9)" "(9)" with  with "(7)" "(7)"..

58) Modifications to 8.5.7 Delete paragraphs “(7)” “(7)” and  and “(8)” “(8)”.. Paragraph “(9)” “(9)”,, replace paragraph number "(9)" "(9)" with  with "(7)" "(7)".. Paragraph “(10)” “(10)”,, replace paragraph number "(10)" "(10)" with  with "(8)" "(8)"..

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EN 1999-1-1:2007/A1:2009 (E) 59) Modification to 8.5.9.2 Paragraph “(1)” “(1)”,, delete “or compression or bending”. bending”.

60) Modifications to 8.5.14.1 Title, replace "Scope" "Scope" with  with "General" "General".. Replace paragraphs “(1)” “(1)” and  and “(2)” “(2)” with  with the following ones: “(1) Pin connections where rotation is required should be designed according to 8.5.14.2 – 8.5.14.3. (2) Pin connections in which no rotation is required may be designed as single bolted connections, provided that the length of the pin is less than 3 times the diameter of the pin, see 8.5.3. For all other cases the method in 8.5.14.3 should be followed.”. followed.” .

61) Modification to 8.5.14.2 Replace paragraphs “(1)” “(1)”,, “(2)” and “(3)” “(3)” with:  with: "(1) The geometry of plates in pin connections should be in accordance with the dimensional requirements, see Figure 8.12.

a≥

     c

F Ed         0

       d

c≥

a a) Given thickness and diameter of hole hole  

 F  Edγ  M1  

2tf o  

2tf o

 

 

3

 f o

d 0 ≥ 1,75

  ,         5         7         2   ,

1,3d  1,3 d 0         0

b) Given geometry

d 0

 

   F Edγ  M1

        0

0,3d  0,3 d 0

+

   F Edγ  M1

        0        d        d         5

        0

3

 F  Ed γ  M1

t ≥ 0,7

       d

2d 0

 

1,6d  1,6 d 0

F Ed

+

 f o

 

t   = thickness of member (plate) d 0 = diameter of hole  

Figure 8.12 - Geometrical requirements for pin ended members (2)P At the ultimate limit state the design force  F Ed Ed  in the plate shall not exceed the design resistance given in Table 8.7. (3) Pin plates provided to increase the net area of a member or to increase the bearing resistance of a pin should be of sufficient size to transfer the design force from the pin into the member and should be arranged to avoid eccentricity.". eccentricity.".

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EN 1999-1-1:2007/A1:2009 (E) 62) Modification to 8.5.14.3 Replace paragraphs "(1)" "(1)" and  and "(2)" "(2)" with  with the following paragraphs: "(1) Pins should not be loaded in single shear, so one of the members to be joined should have a fork end, or clevis. The pin retaining system, e.g. spring clip, should be designed to withstand a lateral load not less than 10% of the total shear load of the pin. (2) The bending moments in a pin should be calculated as indicated in Figure 8.13. (3) At the ultimate limit state the design forces and moments in a pin should not exceed the relevant design resistances given in Table 8.7. (4) If the pin is intended to be replaceable (multiple assembling and disassembling of a structure), in addition the provisions given in 8.5.14.2 and 8.5.14.3 the contact bearing stress s should hould satisfy: σ h,Ed h,Ed  ≤  f h h,Rd ,Rd 

(8.28a)

where:

σ h,Ed

= 0,591

 F Ed,ser (d 0 − d ) 2

d  t 

2 E  p E  pl  E  p + E  pl

 

(8.28b)

 f h,Rd 2,5 f o/γM6,ser   h,Rd = 2,5 f 

where: d  

is the diameter of the pin

d 0 

is the diameter of the pin hole

 F Ed,ser Ed,ser

is the design value of the force to be transferred in bearing under the characteristic load combination combinatio n for serviceability serviceability limit state

 E  p, E  pl 

is the elastic modulus of the pin and the plate material respectively. 

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EN 1999-1-1:2007/A1:2009 (E) Table 8.7 - Design resistances for pin connections

Criterion

Resistance

Shear of the pin

 F vv,Rd 0,6 A f uupp/γ  Mp  ,Rd = 0,6 A

≥  F  F vv,Ed ,Ed

If the pin is intended to be replaceable this requirement should also be satisfied 

 F v,Rd, 0,6 A   f  f oopp/γM6,ser   v,Rd, ser  = 0,6 A

≥  F  F v,Ed,ser  v,Ed,ser  

Bearing of the plate and the pin

 F  b,Rd = 1,5 t d f o,min/γ  M1 

≥  F  F  b,Ed 

If the pin is intended to be replaceable this requirement should also be satisfied 

 F  b,Rd = 0,6 t d f o/γ  M6,ser  

≥  F  F  b,Ed,ser  

Bending of the pin

 M RRdd = 1,5 W eell f oopp / γ   γ  M1 

≥  M  M RRdd 

If the pin is intended to be replaceable this requirement should also be satisfied

 M RRdd = 0,8 W eell f oopp / γ   γM6,ser      

≥  M  M Ed,ser  Ed,ser  

Combined shear and bending of the pin

( M   M EEdd /M RRdd)² )²  + (  F  F vv,Ed ,Ed /F v v,Rd ,Rd)² ≤ 1,0

d  

is the diameter of the pin

 f o,min o,min

is the lower of the design strengths of the pin and the connected part

 f uupp

is the ultimate tensile strength of the pin

 f oopp

is the yield strength of the pin

t  

is the thickness of the connected part

 A   A 

is the cross sectional area of a pin. 

0,5 F Ed

0,5 F Ed

e t 1 e

 0 

       d 

       d 

t 2

t 2

F Ed

Figure 8.13 - Actions and action effects on a pin  M Ed =  F Ed  ( 2t 2 + 4e + t 1 ) / 8

 

(8.28c)".  (8.28c)".

63) Modification to 8.6.1 Paragraph "(2)" "(2)",, in first hyphen, delete "and for repair". repair".

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EN 1999-1-1:2007/A1:2009 (E) 64) Modification to 8.6.2 Replace twice "6.5" "6.5" with  with "6.1.6" "6.1.6"..

65) Modification to 8.6.3.1 "Table 8.8", 8.8", in footnote "2", "2", replace "If filler metals 5056, 5356A, 5183 are used" with used"  with "If filler metals 5056, 5356A, 5556A/5556B, 5183/5183A are used". used".

66) Modifications to 8.6.3.2.3 Paragraph "(1)" "(1)",, Equation "(8.30)" "(8.30)",, replace "τ  Ed≤ 0,6

 f w

γ  Mw

" with with "  "τ  Ed≤ 

1  f w 3 γ  Mw

".

Paragraph "(2)" "(2)",, delete the sentence “This applies specifically to the normal stress parallel to the axis of a weld.” . weld.”.

67) Modifications to 8.6.3.3 Replace paragraph "(4)" with: "(4) If the length of the weld is less than 8 times the throat thickness the resistance of the weld should not be taken into account. If the stress distribution along the length of the weld is not constant, see Figure 8.16b, and the length of the weld exceeds 100 times the throat thickness the effective weld length of longitudinal welds should be taken as:  Lw,eff  = (1,2 - 0,2 L 0,2 Lw/100 a) Lw  with  Lw ≥ 100 a 

(8.32) 

where:  Lw,eff   = effective length of longitudinal fillet welds  Lw

= total length longitudinal longitudinal fillet welds

a

= effective throat thickness, see Figure 8.17.

NOTE With non-uniform stress distributions and thin, long welds the deformat deformation ion capa capacity city at the ends m may ay be exhausted before the middle part of the weld yields; thus the connection fails by a kind of zipper-effect.

τ 

τ 

τ 

a) Example of a uniform stress distribution distributio n

τ   

b) Example of a non uniform stress distribution  

Figure 8.16 - Stress Distributions in Joints with Fillet Welds".  Paragraph "(9)" "(9)",, Equation "(8.34)" "(8.34)",, replace "a ≥  0,7

σ Ed  t  1 σ Ed  t  ". " with "a ≥   f w / γ  Mw 2  f w / γ  Mw

Paragraph "(9)" "(9)",, Equation "(8.36)" "(8.36)",, replace "a ≥  0,85

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τ Ed t  2 τ Ed t  ". " with with "  "a ≥  3  f w / γ  Mw  f w / γ  Mw

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EN 1999-1-1:2007/A1:2009 (E) 68) Modifications to 8.6.3.4 Paragraph "(1)" "(1)",, list entry "a)" "a)",, delete the definition of "t". Paragraph "(1)" "(1)",, list entries "a)" and "b)" "b)",, replace twice “material factor” with factor” with “partial safety factor”. factor”. Paragraph "(1)" "(1)",, list entries "b)" "b)" and  and "c)" "c)",, for equations "(8.41)" "(8.41)" and  and "(8.43)" "(8.43)",, replace "at the toe" with toe" with "at the fusion boundary and at the toe". toe" . Paragraph "(1)" "(1)",, list entries "a)" "a)",, "b)" "b)" and  and "c)" "c)",, for equations "(8.38)" "(8.38)",, "(8.40)" "(8.40)" and  and "(8.42)" "(8.42)",, replace “at the toe of the weld (full cross section)” with section)” with “at the toe of the weld (full cross section) for full f ull penetration penetration welds and effective throat section te for partial penetration welds”. welds” .

69) Modification tto o Annex A Replace the whole "Annex A" with the following:

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EN 1999-1-1:2007/A1:2009 (E)

"Annex A [informative] – Reliability differentiation A.1

Introduction

(1) EN 1990 gives in its section 2 basic requirements to ensure that the structure achieves the required reliability. Its Annex B introduces consequence classes and reliability classes and gives guidelines for the choice of consequence class for the purpose of reliability differentiation. Consequence classes for structural components components are divided in three levels noted CCi (i = 1, 2 or 3) (2) The consequence class and the associated reliability class for a structure or component have implications for the requirements for the design and execution of the structure, and in particular to requirements to design supervision and to inspection of execution. (3) This annex is a guide for the application of the various parts of EN 1999 and for drafting the execution specification specificatio n required by EN 1090-3.

A.2 Design prov provisions isions ffor or reliability differ differentiation entiation - Design supervision levels (1) The guidance in EN 1990, Annex B for reliability differentiation provides: −  rules for design supervision and checking of structural documentation, expressed by Design

Supervision Levels; −

for determination of design actions and combination of actions, expressed by the partial factors   rules for actions.  NOTE  The National Annex may give rules for the application of consequence classes and reliability classes and for the connection between them and requirements for design supervision. Recommendations are given in EN 1990 Annex B.

A.3

Execution provisions for reliability differentiation – Execution classes

(1) Execution classes are introduced in order to differentiate in requirements to structures and their components for reliability management of the execution work, in accordance with EN 1990, clause 2.2 and its informative Annex B. (2) Aluminium structure structuress are classified in 4 execution clas classes ses denoted EXC1, 2, 3 and 4, where class 4 has the most stringent requirements.  NOTE

EN 1990 recomm recommends ends three consequen consequence ce classes and three reliability classes. EN 1990 does, however, however, not include

structures subject to fatigue that is covered in EN 1999-1-3.

(3) The execution class may apply to the whole structure, to a part of a structure, to one or more components or to specific details. A structure may include more than one execution class. (4) It is a condition that the execution of structures and structural components is undertaken according to EN 1090-3 following the rules for the various execution classes given in EN 1090-3.

A.4

Governing factors for choice of execution class

(1) The execution class class should be selected based based on the following three conditions conditions:: a.

the conse consequences quences of a structural failure, failure, either human, economical economical or environmental; environmental;

 b.

the type of loading, i.e. whether the structure is subject to predominantly static loading or a significant fatigue loading;

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EN 1999-1-1:2007/A1:2009 (E) c.

the technology aand nd procedures to be used used for the work connected connected with the requ requirements irements for th thee quality level of the component.

(2) For considerations of the conditions under (a.) by use of consequence classes, classes, see A.1. (3) The type of uncertainty in exposure and actions (b.) and the complexity in work execution (c.) represent hazards that can impose flaws in the structure leading to its malfunction during use. To consider such hazards service categories and production categories are introduced, see Table A.1 and A.2.

Table A.1: Criteria for service category Category

Criterion a)

SC1

Structures subject to quasi static actions  

SC2

Structures subject to repeated actions of such intensity that the inspection regime  b) specified for components subject to fatigue is required.  

a)

 Guidance is given in EN 1999-1-3 whether a component co mponent or structure may be regarded as subject to quasi static actions and classified in i n category SC1.  b)  Service category SC2 should be used for cases not covered by SC1.

Table A.2: Criteria for production category Category

PC1 PC2

Criterion

Non welded components Welded components

 NOTE 1 The determination of the execution class for a structure/com structure/component ponent should be taken jointly by the designer and the owner of the construction works, following national provisions in the place of use for the structure. EN 1090-3 requires that the execution class is defined in the execution specification.  NOTE 2 EN 1090-3 gives rules for the execution of work including rules for inspection. The inspection includes in particular rules for welded structures with requirements for quality level, allowable size and kind of weld defects, type and extent of inspection, requirements to supervision and competence of welding supervisors and welding personnel, in relation to the execution class.

Table A.3 gives recommendations for selection of execution class based on the above criteria. In case that no execution class has been specified, it is recommended recommended that execution class EXC2 applies.

A.5

Determination of execution class

(1) The recommended procedure for determination determination of the execution class is the following: a)

Determination Determination of consequence consequence class, class, expressed expressed in terms terms of predictable predictable consequences consequences of a failure failure or collapse of a component, see EN 1990;

 b)

determination of of service category category and production production catego category, ry, see Table A.1 and A.2;

c)

determination of execution execution class from the results of the operations a) a) and b) in accordance accordance with the recommended recomm ended matrix in Table A.3.

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EN 1999-1-1:2007/A1:2009 (E) Table A.3 Determination of execution class Consequence class Service category Production PC1 category PC2

CC1 SC1 EXC1 EXC1

CC2 SC2 EXC1 EXC2

SC1 EXC2 EXC2

CC3 SC2 EXC3 EXC3

SC1 a) EXC3   a EXC3  

SC2 a) EXC3   EXC4

a)

EXC4 should be applied to special structures or structures with extreme consequences of a structural failure also in the indicated categories as required by national provisions.

A.6

Utilization grades

(1) Utilization grades are used to determine requirements to the amount of inspection and to the acceptance criteria for welds, see EN 1090-3. (2) The utilization grade U   for structures and components subject to predominantly static loading is defined by  E k  γ  F U   =   (A.1)  Rk  / γ  M where:  E kk    is the characteristic characteristic action effect; effect;  Rk   is the characteristic characteristic resistance. For combined actions U  is  is given by the interaction formulae. (3) The utilization grade for structures and components subject to fatigue loads is defined in EN 1999-1-3." 1999-1-3.".. 

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Radni dokumenti za HZN/TO 548 HZN/TO 548 - Drazen Anicic; Pripremljeno: Pripremljeno: 2010-12-21 Namijenjeno iskljucivo iskljucivo za rad HZN/TO 548. Primjena u druge svrhe STROGO ZABRANJENA

 

EN 1999-1-1:2007/A1:2009 (E)

70) Modification to B.1 Paragraph "(6)" "(6)",, "Table B.1", B.1", add the following f ollowing "NOTE" "NOTE" to  to the table: "NOTE See figures 8.1 to 8.4.". 8.4.".

71) Modification to C.3.3 Paragraph "(1)" "(1)",, replace "EN AC-44100" with AC-44100" with "EN AC-44200". AC-44200".

72) Modification to C.3.4.2 Paragraph "(2)" "(2)",, list entry "c)" "c)",, replace "prEN 12681" with 12681" with "EN 12681". 12681".

73) Modifications to D.3.2 Paragraph "(1)" "(1)",, replace "EN 508-2:1996" with 508-2:1996" with "EN 508-2". 508-2". Paragraph "(5)" "(5)",, "Table 1", 1", "NOTE" "NOTE",, replace "EN 508-2:1996" with 508-2:1996" with "EN 508-2". 508-2".

74) Modification to D.3.3 Paragraph "(1)" "(1)",, replace "EN 508-2:1996" with 508-2:1996" with "EN 508-2". 508-2".

75) Modification to D.3.4.5 "Table D.2", D.2", "Note 3", 3", replace "EN 508-2:1996" with 508-2:1996" with "EN 508-2". 508-2".

76) Modification to D.3.4.7 "Table D.2", D.2", replace: "Legend: Treatments applied to the contact areas of structural members"

with: "Legend:

M = metal, B = bolt, R = rivet, Treatments applied to the contact areas of structural members" . 

77) Modification to H.10 Replace "H.5" with "H.4" "H.4"..

78) Modifications to E.2.1.1 Paragraph "(1)" "(1)",, in equation "(E.1)" "(E.1)",, replace "0