Eurocode 2: Design of concrete structures - Part 1-2: General rules - Structural fire design

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Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragwerken - Teil 1-2: Allgemeine Regeln - Tragwerksbemessung für den Brandfall

Eurocode 2 : Calcul des structures en béton - Partie 1-2 : Règles générales - Calcul du comportement au feu

Evrokod 2: Projektiranje betonskih konstrukcij - 1-2. del: Splošna pravila - Projektiranje požarnovarnih konstrukcij

General Information

Status
Published
Public Enquiry End Date
09-Nov-2017
Publication Date
16-Jul-2019
Technical Committee
Current Stage
6060 - National Implementation/Publication (Adopted Project)
Start Date
27-May-2019
Due Date
01-Aug-2019
Completion Date
17-Jul-2019

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SLOVENSKI STANDARD
SIST EN 1992-1-2:2005/A1:2019
01-september-2019
Evrokod 2: Projektiranje betonskih konstrukcij - 1-2. del: Splošna pravila -
Projektiranje požarnovarnih konstrukcij

Eurocode 2: Design of concrete structures - Part 1-2: General rules - Structural fire

design

Eurocode 2: Bemessung und Konstruktion von Stahlbeton- und Spannbetontragwerken -

Teil 1-2: Allgemeine Regeln - Tragwerksbemessung für den Brandfall

Eurocode 2 : Calcul des structures en béton - Partie 1-2 : Règles générales - Calcul du

comportement au feu
Ta slovenski standard je istoveten z: EN 1992-1-2:2004/A1:2019
ICS:
13.220.50 Požarna odpornost Fire-resistance of building
gradbenih materialov in materials and elements
elementov
91.010.30 Tehnični vidiki Technical aspects
91.080.40 Betonske konstrukcije Concrete structures
SIST EN 1992-1-2:2005/A1:2019 en,fr,de

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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SIST EN 1992-1-2:2005/A1:2019
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1
EUROPEAN STANDARD
NORME EUROPÉENNE
May 2019
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.40
English Version
Eurocode 2: Design of concrete structures - Part 1-2:
General rules - Structural fire design

Eurocode 2 : Calcul des structures en béton - Partie 1-2 Eurocode 2: Bemessung und Konstruktion von

: Règles générales - Calcul du comportement au feu Stahlbeton- und Spannbetontragwerken - Teil 1-2:

Allgemeine Regeln - Tragwerksbemessung für den
Brandfall

This amendment A1 modifies the European Standard EN 1992-1-2:2004; it was approved by CEN on 8 March 2019.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations 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-CENELEC Management Centre or to any CEN

member.

This amendment exists in three official versions (English, French, German). A version in any other language made by translation

under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the

same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,

Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,

Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland,

Turkey and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels

© 2019 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1992-1-2:2004/A1:2019 E

worldwide for CEN national Members.
---------------------- Page: 3 ----------------------
SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
Contents Page

European foreword ....................................................................................................................................................... 3

1 Modification of 4.2.1(1) ................................................................................................................................ 4

2 Modification of 5.3.3(1) ................................................................................................................................ 4

3 New Annex C ...................................................................................................................................................... 4

Annex C (informative) Buckling of columns under fire conditions .............................................................. 5

---------------------- Page: 4 ----------------------
SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
European foreword

This document (EN 1992-1-2:2004/A1:2019) 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 November 2019, and conflicting national standards

shall be withdrawn at the latest by November 2019.

Attention is drawn to the possibility that some of the elements of this document may be the subject of

patent rights. CEN shall not be held responsible for identifying any or all such patent rights.

This document has been prepared under a mandate given to CEN by the European Commission and the

European Free Trade Association.

According to the CEN-CENELEC Internal Regulations, the national standards organisations of the

following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria,

Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia,

France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta,

Netherlands, Norway, Poland, Portugal, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland,

Turkey and the United Kingdom.
---------------------- Page: 5 ----------------------
SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
1 Modification of 4.2.1(1)
Replace existing NOTE 2 in paragraph (1) of 4.2.1 with the following new NOTE 2:

"NOTE 2 Tabulated data for the fire design of slender reinforced columns in braced and unbraced systems is given

in Annex C.".
2 Modification of 5.3.3(1)
Delete the following sentence in paragraph (1) of 5.3.3:
"Further information is given in Annex C.".
3 New Annex C
Replace the existing Annex C with the following:
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
Annex C
(informative)
Buckling of columns under fire conditions

(1) The tables in this annex provide information for assessing columns with rectangular cross section in

braced or unbraced structures giving the maximum permissible slenderness ratio under fire conditions,

λ . The slenderness ratio in the fire situation is λ = l / i, where the effective column length, l , is

fi,max fi 0,fi 0,fi

defined by the actual length of the column, l, and the support conditions under fire conditions.

The effective length in fire l may be taken as the effective length l in ambient conditions in all cases.

0,fi 0

For braced building structures where the required standard fire exposure is higher than 30 min and the

column is continuous through a slab that provides fire separation, the effective length l may be taken

0,fi

as 0,5 l for intermediate floors and 0,5 l ≤ l0,fi ≤ 0,7 l for the upper floor. Intermediate values of l0,fi / l may

be chosen depending of the actual moment restraints at the supports under fire conditions. For

unbraced structures l should be taken as the lesser of 2l or l in ambient conditions.

0,fi 0
The radius of gyration i is shown in Figure C.1.

The tables are valid for the range of thermal conductivity between the lower and upper limit given in

3.3.3. The column slenderness λ is limited to values ≤ 55.
(2) The following parameters are needed to use the tables in this annex:
h, b dimensions of column cross section, b ≤ h
A cross sectional area of column, A = b × h
c c
Ed,fi
load ratio: n = (C.1)
 
Af×
c cd
  + 2 × Min AA; × f
( )
sc.e st,e yd
 
 
𝜔𝜔
2 × Min AA; × f
( )
sc,e st,e yd
modified mechanical reinforcement ratio: 𝜔𝜔 =
Af×
c cd
A and A are defined in (3).
sc,e st,e
e modified, total first order eccentricity of the normal force, N ,
N Ed,fi
see Figure C.1. However, e ≥ e , see EN 1992-1-1:2004, 6.1(4)
N 0
a axis distance of the main bars
N design axial load in the fire condition
Ed,fi
M design first order moment in the fire condition
0Ed,fi

The tables are not applicable for f > 50 MPa. The reference dimension for the cross section in the

tables is always the smaller cross section dimension b.

(3) A is the cross-sectional area of the reinforcement at the distance a from the most compressed side

sc,e

of the column and A is the cross-sectional area of the reinforcement at the distance a from the least

st,e

compressed side of the column. Other reinforcing bars in the cross section are disregarded.

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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)

Buckling around y-axis and z-axis should be examined. The tables may be used for buckling around both

the z-axis and the y-axis as defined in Figure C.1. They may also be used for rectangular cross sections

with asymmetric reinforcement arrangement. For buckling around both the z-axis or the y-axis, the

smaller dimension b should be used as the parameter in the tables.

For buckling around the y-axis, the actual first order eccentricity of the normal force in the fire

condition may be reduced by the factor b/h. Using the tables, e always is at least 20 mm.

For columns with asymmetric reinforcement arrangements, the minimum values of A and A shall

sc,e st,e
be used.
a) b)
Buckling around z-axis: Buckling around y-axis:
M MM
0Ed,fi 0Ed,fi 0Ed,fi
e = ; e = × ≥0,5
N N
N hN N
NEd,fi NEd,fi NEd,fi
b h
i = i =
12 12
Key
reinforcing bars to be disregarded
reinforcing bars
Figure C.1 — Rectangular cross sections

(4) For rectangular cross sections the minimum number of reinforcing bars in each A and A is given

sc st
in Table C.1.
Table C.1 — Minimum number of reinforcing bars
ω Minimum dimension of column section, b
600 mm 500 mm 400 mm 300 mm 250 mm 200 mm
0,1 3 3 3 2 2 2
0,2 3 3 3 2 2 2
0,5 3 3 3 2 2 2
1,0 5 4 3 2 2 2

(5) In accordance with EN 1992-1-1:2004, 4.4.1.2(3) the axis distance for the reinforcing bars in the

cross section shall fulfil a > 1,5ϕ , where ϕ is the bar diameter.
sl sl
(6) When using the tables within this annex, linear interpolation is permitted.
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)

Table C.2 — Maximum permissible slenderness ratio under fire conditions for braced and unbraced columns: R30

600 500 400 300 250 200
(mm)
R30
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
N a
λ λ λ λ λ λ
fi,max fi,max fi,max fi,max fi,max fi,max
(mm) (mm)
20 25 55 55 52 55 55 50 55 55 47 55 50 40 55 47 35 55 42 28
20 45 55 55 55 55 55 55 55 55 55 55 55 49 55 55 44 55 49 36
20 65 55 55 55 55 55 55 55 55 55 55 55 55 55 55 48 55 46 37
20 85 55 55 55 55 55 55 55 55 55 55 55 55 55 54 47 54 44
50 25 55 55 46 55 54 42 55 50 36 54 39 21 49 32 40 18
50 45 55 55 55 55 55 52 55 55 45 55 47 27 55 38 47 19
ω = 0,1
50 65 55 55 55 55 55 55 55 55 51 55 51 31 55 38 43
50 85 55 55 55 55 55 55 55 55 55 47 28 52 33 37
100 25 55 48 32 55 42 22 52 33 35 21
100 45 55 55 41 55 51 29 55 40 45 30
100 65 55 55 47 55 55 33 55 43 28
100 85 55 55 55 55 32 55 39 22
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
600 500 400 300 250 200
(mm)
R30
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
e a
λfi,max λfi,max λfi,max λfi,max λfi,max λfi,max
(mm) (mm)
20 25 55 55 54 55 55 52 55 55 48 55 53 40 55 50 36 55 44 28
20 45 55 55 55 55 55 55 55 55 55 55 55 51 55 55 45 55 51 36
20 65 55 55 55 55 55 55 55 55 55 55 55 55 55 55 48 55 47 36
20 85 55 55 55 55 55 55 55 55 55 55 55 54 55 54 45 55 42 34
50 25 55 55 47 55 55 43 55 54 37 55 43 21 55 36 50 22
50 45 55 55 55 55 55 55 55 55 47 55 52 29 55 43 55 24
ω = 0,2
50 65 55 55 55 55 55 55 55 55 54 55 55 32 55 40 48
50 85 55 55 55 55 55 55 55 55 51 55 47 26 55 31 38
100 25 55 53 33 55 47 24 55 38 48 37
100 45 55 55 44 55 55 33 55 47 55 18 48 23
100 65 55 55 51 55 55 38 55 51 55 45
100 85 55 55 55 55 35 55 43 52 28
---------------------- Page: 10 ----------------------
SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
600 500 400 300 250 200
(mm)
R30
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
e a
λfi,max λfi,max λfi,max λfi,max λfi,max λfi,max
(mm) (mm)
20 25 55 55 55 55 55 53 55 55 50 55 55 40 55 54 35 55 47 28
20 45 55 55 55 55 55 55 55 55 55 55 55 53 55 55 47 55 55 37
20 65 55 55 55 55 55 55 55 55 55 55 55 55 55 55 48 55 47 33
20 85 55 55 55 55 55 55 55 55 55 55 55 51 55 51 39 54 36 25
50 25 55 55 49 55 55 45 55 55 38 55 47 20 55 40 55 27
50 45 55 55 55 55 55 55 55 55 52 55 55 33 55 50 55 32
ω = 0,5
50 65 55 55 55 55 55 55 55 55 55 55 55 36 55 46 55
50 85 55 55 55 55 55 55 55 55 51 55 47 19 55 26 34
100 25 55 55 35 55 54 25 55 46 55 22 55 45
100 45 55 55 50 55 55 40 55 55 15 55 33 55 51
100 65 55 55 55 55 55 46 55 55 14 55 31 55
100 85 55 55 55 55 55 39 55 50 55 30
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
600 500 400 300 250 200
(mm)
R30
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
e a
λfi,max λfi,max λfi,max λfi,max λfi,max λfi,max
(mm) (mm)
20 25 55 55 55 55 55 55 55 55 49 55 55 39 55 55 34 55 49 25
20 45 55 55 55 55 55 55 55 55 55 55 55 55 55 55 48 55 55 37
20 65 55 55 55 55 55 55 55 55 55 55 55 55 55 55 48 55 47 31
20 85 55 55 55 55 55 55 55 55 55 55 55 47 55 48 33 49 27
50 25 55 55 53 55 55 47 55 55 38 55 49 17 55 42 55 29
50 45 55 55 55 55 55 55 55 55 55 55 55 35 55 55 16 55 37
ω = 1,0
50 65 55 55 55 55 55 55 55 55 55 55 55 39 55 50 55
50 85 55 55 55 55 55 55 55 55 51 55 46 55 16 22
100 25 55 55 39 55 55 27 55 50 55 25 55 55
100 45 55 55 55 55 55 46 55 55 22 55 42 55 55
100 65 55 55 55 55 55 55 55 25 55 41 55 23
100 85 55 55 55 55 55 55 53 55 26
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)

Table C.3 — Maximum permissible slenderness ratio under fire conditions for braced and unbraced columns: R60

600 500 400 300 250 200
(mm)
R60
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
N a
λ λ λ λ λ λ
fi,max fi,max fi,max fi,max fi,max fi,max
(mm) (mm)
20 25 55 48 39 55 46 36 52 43 31 43 35 21 38 30 31 20
20 45 55 55 48 55 55 45 55 51 39 55 42 29 49 36 22 40 25
20 65 55 55 55 55 55 52 55 55 46 55 47 36 51 39 27 38 25
20 85 55 55 55 55 55 55 55 55 50 55 47 38 48 37 29 33 24
50 25 52 43 32 50 40 27 45 34 16 33 20 25
50 45 55 53 40 55 49 35 55 42 24 46 28 38 15 24
ω = 0,1
50 65 55 55 47 55 55 41 55 48 29 51 32 40 15 23
50 85 55 55 54 55 55 47 55 49 32 49 31 36
100 25 45 34 15 40 27 31 10
100 45 55 43 23 54 36 45 20 26
100 65 55 49 28 55 41 51 23 30
100 85 55 54 32 55 44 52 22 28
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SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
600 500 400 300 250 200
(mm)
R60
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
e a
λfi,max λfi,max λfi,max λfi,max λfi,max λfi,max
(mm) (mm)
20 25 55 49 38 55 47 35 55 43 30 44 34 19 40 29 33 18
20 45 55 55 49 55 55 46 55 54 40 55 44 30 55 38 22 45 26
20 65 55 55 55 55 55 54 55 55 48 55 50 36 55 40 26 42 25
20 85 55 55 55 55 55 55 55 55 51 55 48 37 51 37 27 33 21
50 25 55 44 31 54 41 25 50 35 14 35 19 28
50 45 55 55 42 55 53 36 55 46 26 54 31 46 18 33
ω = 0,2
50 65 55 55 50 55 55 43 55 52 31 55 35 48 18 29
50 85 55 55 55 55 55 49 55 53 34 55 32 41
100 25 50 35 11 45 28 38 11
100 45 55 48 25 55 40 55 26 38 23
100 65 55 55 31 55 46 10 55 30 43 25
100 85 55 55 36 55 50 12 55 29 39
---------------------- Page: 14 ----------------------
SIST EN 1992-1-2:2005/A1:2019
EN 1992-1-2:2004/A1:2019 (E)
600 500 400 300 250 200
(mm)
R60
n 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6 0,2 0,4 0,6
e a
λfi,max λfi,max λfi,max λfi,max λfi,max λfi,max
(mm) (mm)
20 25 55 50 35 55 47 31 55 43 26 48 30 43 24 36
20 45 55 55 51 55 55 47 55 55 42 55 47 30 55 40 21 54 28
...

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