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EN1994-1-2:2003. Eurocode 4: Design of composite steel and concrete structures–. Part 1–2: General rules – Structural fire design. Annex F [informative]: Calculation of moment resistances of partially encased steel beams connected to concrete slabs. www.structuralfiresafety.org. Content.

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eurocode 4 design of composite steel and concrete structures

EN1994-1-2:2003

Eurocode 4: Design of composite steel and concrete structures–

Part 1–2: General rules –

Structural fire design

Annex F [informative]:

Calculation of moment resistances of partially encased steel beams connected to concrete slabs

www.structuralfiresafety.org

content
Content

Annex A

Stress-strain relationships for structural steel

General

Basic requirements

Actions

Material design values

Verification methods

Annex B

Stress-strain relationships for siliceous concrete

Basis of Design

Annex C

Stress-strain relationships for concrete adapted to natural fires

Structural steel

Concrete

Reinforcing steel

Mechanical & thermal properties

Material Properties

Partially encased beams

Composite columns

Tabulated data

Annex D

Fire resistance of unprotected slabs

Unprotected / protected composite slabs

Annex E

Moment resistance of unprotected beams

Composite beams

Design Procedures

Simple Models

Annex F

Moment resistance of partially encased beams

Composite columns

Annex G

Simple models for partially encased columns

General aspects

Thermal response

Mechanical response

Validation

Advanced Models

Constructional Details

Annex H

Simple models for concrete filled columns

Annex I

Planning & evaluation of experimental models

Composite beams

Composite columns

Connections

www.structuralfiresafety.org

slide3

F.1 Reduced Cross-Section for

Sagging Moment Resistance

www.structuralfiresafety.org

f 1 1 flat slab system

The section of concrete slab is reduced as follows:

F.1(1) Flat slab system

regardless fire classes

fc/γM,fi,c

beff

Compressive stress in concrete

-

hc,h

hc

hc,fi

ef

ew

fay/γM,fi,a

Tensile stress in steel

+

bc

h

fay,x/γM,fi,a

x

krfry/γM,fi,s

b

kafay/γM,fi,a

Table F.1

www.structuralfiresafety.org

f 1 2 3 other slab systems

trapezoidal profilestransverse to beam

re-entrant profiles transverse to beam

F.1(2-3) Other slab systems

hc,fi

hc,fi

hc,fi,min

hc,fi≥hc,fi,min

prefabricated concrete planks

Table F.1

trapezoidal profilesparallel to beam

applies

hc,fi

hc,fi,min

heff

hc,fi≥hc,fi,min

hc,fi

Joint between precast elements which is unable to transmit compression stress

For calculation refer to

Annex D

www.structuralfiresafety.org

f 1 4 active width of upper flange b 2 b fi

F.1(4) Active width of upper flange (b - 2bfi)

(b – 2bfi) varies with fire classes.

Yield strength of steel is taken equal to fay/γM,fi,a.

fay/γM,fi,a

bfi

bfi

ef

ew

bc

b

Table F.2

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f 1 5 web division

Web is divided into two parts:

F.1(5) Web division

ew

Top part

hh

bc

h

Bottom part

x

hl

b

hl are given for different fire classes:

For h/bc ≤ 1 or h/bc ≥ 2

Parameters a1 & a2 are given in Table F.3

hl is given directly

in Table F.3

For 1< h/bc < 2

 Next

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table f 3 bottom part of web h l

Table F.3 Bottom part of web: hl

ef

ew

hh

bc

h

hl,min ≤hl ≤hl,max

x

hl

= h – 2ef

b

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table f 3 bottom part of web h l1

Table F.3 Bottom part of web: hl

hl,min ≤hl ≤hl,max

= h – 2ef

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f 1 7 8 section yield strength

Top web

fay/γM,fi,a

F.1(7-8) Section yield strength

ef

ew

Thereduced yield strength depends on distance x:

hh

Bottom web

bc

h

x

hl

Bottom flange

kafay/γM,fi,a

a0 = 0.018 ef + 0.7

www.structuralfiresafety.org

f 1 9 yield strength of rebars

Yield strength decreases with temperature.

Reduction factor kr depends on fire class & position of rebar:

F.1(9) Yield strength of rebars

h bc

2h + bc

ew

us

bc

h

3

u2

1

2

u1,3

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f 1 11 shear resistance of web

F.1(11) Shear resistance of web

May be verified using the distribution of the design yield strength according to (7)

If Vfi,d≥ 0.5Vfi,pl,Rd

Resistance of reinforced concrete may be

considered

www.structuralfiresafety.org

slide13

F.2 Reduced Cross-Section for

Hogging Moment Resistance

www.structuralfiresafety.org

f 2 yield strength of rebars
F.2 Yield strength of rebars

Stress in concrete

3 b

uh

hc

+

ul

-

ef

Bottom bars

u = ui

-

bc

h

-

hfi

Top bars

u = hc - uh

Stress in steel

b

Reduction factor ks depends on:

  • Fire classes
  • Position of rebars

Table F.6

www.structuralfiresafety.org

f 2 2 upper flange

Active width of upper flange: (b – 2bfi) varies with fire classes.

Yield strength of steel is taken equal to fay/γM,fi,a.

F.1(4) applies as follows:

F.2(2) Upper flange

fay/γM,fi,a

ef

bc

h

hfi

b

www.structuralfiresafety.org

f 2 3 reduced concrete section

3 b

F.2(3) Reduced concrete section

Section is reduced as shown.

Compressive strength:

bc

bc,fi

bc,fi

h

not varying with fire classes

fc/γM,fi,c

hfi

b

Table F.7

www.structuralfiresafety.org

f 2 4 5 yield strength of rebars

Reduction factor kr depends on fire class & position of rebar:

F.2(4-5) Yield strength of rebars

F.1(9) applies as follows:

h bc

2h + bc

3 b

bc

us

ew

h

3

u2

1

2

u1,3

b

www.structuralfiresafety.org

f 2 6 7 shear resistance

F.2(6-7) Shear resistance

Assumptions:

Shear force is transmitted by steel web, which is neglected when calculating the hogging bending moment resistance.

If Vfi,d≥ 0.5Vfi,pl,Rd

Resistance of reinforced concrete may be

considered

www.structuralfiresafety.org

slide19

End

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