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ILLUSTRATION OF REALISED PROJECTSOffice Building

ILLUSTRATION OF REALISED PROJECTSOffice Building

Modern Fire Engineering

Modern Fire Engineering

Arcelor Profil LuxembourgResearch Centre

Arcelor Profil LuxembourgResearch Centre

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Using the NFSC approachDefinition of the most severe fire scenario and load

Calculation of Gas Temperatures

Calculation of Steel Temperatures

Steel Temperature < 550°C Steel Temperature > 550°C

FEM of Structure

Failure of Structure

Structure must be changedor protected

No failure of Structure

No Protection needed

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Office building: State Street Bank Main data

! Owner: State Street Building Kirchberg S.A.

! Location: Kirchberg, Luxembourg City

! Erection: 2000-2002

! Architect: Atelier a+u

! Designer: Schroeder & Associés S.A., TR-Engineering

! Contractor: HOCHTIEF Luxemburg S.A.! Building: 4 Storey office building

(+ 3 floor underground car park)

! Dimensions: H = 21.6 m, L x W= 63 × 38.8 m

! Structure: Composite structure

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Structure:• Composite Beams IPE 600 in S460 / HEA 280 in S355 (full shear connection)• Span 15.15m / 8.5m• Slab of 16 cm in C30/37 (pre-cast slab 4 cm)• Floor Span 4.5m• Partially encased columns HD 400x 237(187) in S355• Simply supported beam to column connections• Horizontal stiffness trough concrete core (Staircases)

Office building: State Street Bank Description of Structural System

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Natural Fire Concept accepted by the Authoritiesfor the structure above the ground (not car park)

Active fire fighting measures:• Automatic alarm detection• Automatic alarm transmission to the fire brigade

Natural Fire Approach applied on:• Partial encased Columns No• Composite Beams YES

Office building: State Street Bank Fire Safety Concept

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Office building: State Street Bank Front view

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p1

p3

p3

p3

15,15 m 8,50 m 15,15 m

38,80 m

4,2

m4,

2 m

17,1

m

4,2

m4,

5 m

p1

p2

P1 P1

4,5 m

A C DB

Office building: State Street Bank Loads

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The Gas temperatures are calculated usingthe soft OZone V2

Definition of the fire compartment:• Floor area: Af = 291 m2 (At/Af = 3,0)• Height h = 4,14 m• Total window area: Aw = 57,0 m2

• Max Opening Factor: O-F = 0,09 m1/2

Definition of the fire load:

qfi,d = δq1 ⋅ δq2 ⋅ Π δni ⋅ m ⋅ qfi,k

= 1,5 ⋅ 1,0 ⋅ 0,495 ⋅ 0,8 ⋅ 511 = 310 MJ/m2

Office building: State Street Bank Definition of the fire load

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Compartment 1gives the highest Gas Temperatures

Mos

t loa

ded

Fram

eG

roun

d Fl

oor

Office building: State Street Bank Different fire compartments

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Two Zone Calculation Software “OZone V2.2”

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Ozone Input - Geometry

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Ozone Input – Fire Data

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Ozone Input – Strategy

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Ozone Input – Parameters

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Office building: State Street Bank Most severe Fire conditions for the relevant Compartment

Gas temperature versus Glas Breaking Szenario

0

100

200

300

400

500

600

700

800

900

0 15 30 45 60 75 90 105 120

Time [min]

Gas

Tem

pera

ture

[°C

]

A: Stepwise 20°C=5% 400°C=50% 500°C=100%B: Stepwise 20°C=10% 400°C=50% 500°C=100%C: Stepwise 20°C=20% 400°C=50% 500°C=100%D: Linear 20°C=10% 400°C=50% 500°C=100%E: Constant=100%

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Office building: State Street Bank Gas temp of Fire Scenario B for the relevant Compartment

Gas Temperatures Scenario B

0

100

200

300

400

500

600

700

800

900

0 15 30 45 60 75 90 105 120

Time [min]

Gas

Tem

pera

ture

s [C

°]

Hot Zone

Cold Zone

Tmax= 850 °C

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Office building: State Street Bank RHR of Fire Scenario B for the relevant Compartment

RHR Scenario B

0

10

20

30

40

50

60

70

80

0 15 30 45 60 75 90 105 120

Time [min]

Rat

e of

Hea

t Rel

ease

[MW

]

RHR Data

RHR Computed

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Office building: State Street Bank Gas & Steel temp of Fire Scenario B for the relevant Compartment

Gas & Steel Temperatures

0

100

200

300

400

500

600

700

800

900

0 15 30 45 60 75 90 105 120

Time [min]

Tem

pera

ture

s [°

C]

Gas temp Scen B

Stel Temp IPE 600

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As the max steel temperatures reach more than 700 °C, the total behaviour of the Structures has to be analysed.

FEM ANALYSIS

Office building: State Street Bank Conclusions of Temperature analysis

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OFFICE BUILDING:

“Normal” Conditions (Imposed + Snow loads):P = γG · G + γQ · Q1 + ∑ γQ · ψ0 · Q2

P = 1,35 · G + 1,5 · Q1 + 1,5 · 0,5 Q2

Fire Conditions (Imposed + Snow loads):P = γG · G + ψ1 · Q1 + ∑ ψ2 · Q2

P = 1,0 · G + 0,5 · Q1 + 0 · Q2

Office building: State Street Bank Loads under fire action

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Values of ψ factors for buildings

Action ψ0 1 2

Imposed loads in buildings, category (see EN 1991-1.1)Category A : domestic, residential areasCategory B : office areasCategory C : congregation areasCategory D : shopping areasCategory E : storage areasCategory F : traffic area

vehicle weight ≤ 30kNCategory G : traffic area,

30 kN < vehicle weight ≤ 160kN

0,70,70,70,71,0

0,7

0,7

0,50,50,70,70,9

0,7

0,5

0,30,30,60,60,8

0,6

0,3

Snow loads on buildings (see EN1991-1.3)Finland, Iceland, Norway, SwedenRemainder of CEN Member States, for sites located at altitudeH > 1000 m a.s.l.Remainder of CEN Member States, for sites located at altitudeH ≤ 1000 m a.s.l.

0,700,70

0,50

0,500,50

0,20

0,200,20

0

Wind loads on buildings (see EN1991-1.4) 0,6 0,2 0

Temperature (non-fire) in buildings (see EN1991-1.5) 0,6 0,5 0

( Reference : EN1990 - February 2002)

Category H : roofs 0 0 0

ψ ψ

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p3 = 42,8 KN/m

p3 = 42,8 KN/m

p3 = 42,8 KN/m

15,15 m 8,50 m 15,15 m

38,80 m

4,2

m

17,1

m

p1 = 42,8 KN/mp2 = 51,6 KN/m

P1 = 125 KN P1 = 125 KN

4,5 m

CA DB

4,2

m4,

2 m

4,5

m

p1 = 42,8 KN/m

Analysed Fire compartment

Structural parts submitted to the fire

Office building: State Street Bank Simulation of the structure under fire

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Gas TemperaturesOutput from OZone

Office building: State Street Bank Temperature development in the section

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Office building: State Street Bank CEFICOSS results

Minimum Eigen Value

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Office building: State Street Bank CEFICOSS results

Steady increase of rebars until that the Minimum Eigen Value > 0

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Maximum displacements at t = 50 min

Office building: State Street Bank Displacements

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IPE 600 C

ompo

site

col

umn

3 x 2 M27 Bolts

2 M12 Bolts

Concrete SlabT T T TT TT T T T

• Arcelor research asked for special “fire resistant joints”

• Additional rebars needed over middle support

In that case the beams could stay completely unprotected

Office building: State Street Bank Conclusions

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Office building: State Street Bank Picture of the structure

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Office building: State Street Bank Picture of the connection