EN 1992-1-2:2004/A1:2019

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

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.

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

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.

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:
"
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.
fi
(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
n
fi
N
Ed,fi
load ratio: n =     (C.1)
fi
 
Af×
c cd
  + 2 × Min AA; × f
( )
sc.e st,e yd
 
α
cc
 
𝜔𝜔
2 × Min AA; × f
( )
sc,e st,e yd
modified mechanical reinforcement ratio: 𝜔𝜔 =
Af×
c cd
α
cc
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
ck
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.
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.
N
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
b
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.
Table C.2 — Maximum permissible slenderness ratio under fire conditions for braced and unbraced columns: R30
b
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
fi
e
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
b
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
fi
e a
N
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
b
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
fi
e a
N
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
b
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
fi
e a
N
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
Table C.3 — Maximum permissible slenderness ratio under fire conditions for braced and unbraced columns: R60
b
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
fi
e
N a
λ λ λ λ λ λ
fi,max fi,max fi,max fi,max fi,max
...