structures in fire yesterday, today and tomorrow

Structures in Fire Structures in Fire

Yesterday, Today and TomorrowYesterday, Today and Tomorrow

Jean-Marc Jean-Marc [email protected]

http://www.structuresinfire.comhttp://www.structuresinfire.com

Mécanique des matériaux& Structures

88thth IAFSS Symposium IAFSS Symposium Beijing, 18-23/9/2005Beijing, 18-23/9/2005

mailto:[email protected]



Plan of this presentationPlan of this presentation

• AA A.1A.1 A.2A.2

• BB B.1B.1 B.2B.2

• CC C.1C.1 C.2C.2

• DD D.1D.1 D.2D.2 D.3D.3 D.4D.4

Part 1: Part 1: General considerationsGeneral considerations

……………….Dynamic analyses.Dynamic analyses

Part 2: Part 2: Dynamic analysesDynamic analyses• II• IIII• IIIIII

Various methods for determining the fire resistance.Various methods for determining the fire resistance.

Part 1 of the presentation: General considerationsPart 1 of the presentation: General considerations

1.1. Experimental TestsExperimental Tests

2.2. Tabulated dataTabulated data

3.3. Simple calculation modelsSimple calculation models

4.4. Advanced calculation modelsAdvanced calculation models

Method 1 : Experimental testingMethod 1 : Experimental testing

Testing specimens for material behaviourTesting specimens for material behaviour

Test setup at NIST


Testing material behaviourTesting material behaviour Standard fire testsStandard fire tests..

• Circumstancial disadvantages: cost, delays, limited # of facilities.Circumstancial disadvantages: cost, delays, limited # of facilities.

• Real disadvantages: only elements, size of the element, Real disadvantages: only elements, size of the element, boundary conditions, boundary conditions,

variability.variability.


Testing material behaviourTesting material behaviour Standard fire testsStandard fire tests Small scale fire testsSmall scale fire tests Steel: OKSteel: OK

Hydral materials: ???Hydral materials: ???

Picture from Nakamura et al.,1rst IAFSS, Gaithersburg, 1985


Testing material behaviourTesting material behaviour Standard fire testsStandard fire tests Small scale fire testsSmall scale fire tests Large scale fire tests Large scale fire tests

Rare - Local fires - Observations more than researchRare - Local fires - Observations more than research

Courtesy: T. Lennon - B.R.E.

Experimental testing is used mainly in research.Experimental testing is used mainly in research.

Experimental testing will remain for ever.Experimental testing will remain for ever.Verification of basic hypotheses used in calculation modelsVerification of basic hypotheses used in calculation models Integrity criteria in separating elementsIntegrity criteria in separating elements

Definition: presentation, in simple form, of results obtained by Definition: presentation, in simple form, of results obtained by other methods.other methods.

Standard fire resistance

Minimum dimensions (mm)

Slab thickness hs

Axis-distance a

One way Two way

ly/lx 1.5 1.5 < ly/lx 2

1 2 3 4 5

REI 30 60 10* 10* 10*

REI 60 80 20 10* 15*

REI 90 100 30 15* 20

REI 120 120 40 20 25

REI 180 150 55 30 40

REI 240 175 65 40 50

ly and lx are the spans of a two-way slab where ly is the longer span.

For prestressed slabs the increase of axis distance should be noted.The axis distance a in Column 4 and 5 for two way slabs relate to slabs supported on all four edges. Otherwise, they should be treated as one-way spanning slabs.* Normally the cover required at room temperature will control

Method 2 : Tabulated dataMethod 2 : Tabulated data

Method 2 : Tabulated dataMethod 2 : Tabulated data

• Background: ???Background: ???

• Available for simple Available for simple membersmembers submitted to the submitted to the standard firestandard fire..• Used mainly for masonry, concrete and composite elements, Used mainly for masonry, concrete and composite elements,

not so much for steel.not so much for steel.• Quite valuable for a preliminary design.Quite valuable for a preliminary design.• Interpolation software, please.Interpolation software, please.

Reinforcement ratio = 0.50 ; Eccentricity e 200 mm

Standard fire resistance

Column width bmin / axis distance a

n = 0.15 n = 0.30 n = 0.50 n = 0.70

R30 304050607080

150/25*150/25*150/25*150/25*150/25*150/25*

150/25*150/30:200/25*200/30:250/25*200/35:300/25*250/40:400/25*300/40:500/25*

250/35:300/25*300/35:450/25*400/40:500/25*450/50:550/25*500/40:600/30*550/50:600/40*

500/40:550/25*550/30

550/50:600/40(1)(1)(1)

R 60 304050607080

150/30:200/25*150/35:250/25*200/35:300/25*200/40:500/25*200/40:550/25*250/40:600/25*

200:40:450/25*250:40:500/25*300:45:550/25*400:40:600/30500:40:550/35500:40:600/35

450/50:550/30500/40:550/35500/55:550:40550/50:600/45

600/60(1)

550/50:600/40600/60

(1)(1)(1)(1)

R 90 304050607080

250/40:450/25*200/50:500/25*250/45:550/25*250/50:550/30300/50:550/35350/50:600/35

300/50:500/25350/50:550/35500/45:550/40500/50:550/45550/50:600/45550/60:600/50

500/55:600/40550/60:600/50

600/60600/80

(1)(1)

600/80(1)(1)(1)(1)(1)

* Normally the cover at room conditions will control(1) Requires a width greater than 600 mm.

Method 3 : Simple calculation modelsMethod 3 : Simple calculation models

Definition: Method based on global equilibrium conditions.Definition: Method based on global equilibrium conditions.

• Can be used by hand Can be used by hand • One method for each material/member type.One method for each material/member type.• Not well suited for complex structures.Not well suited for complex structures.

=> Used for real projects.=> Used for real projects.

Method 3 : Simple calculation modelsMethod 3 : Simple calculation models

• Extrapolations of similar methods used at room temperature Extrapolations of similar methods used at room temperature

, ²At high temperature :

8d fi

pl y

q LW f T

Method 4 : Advanced calculation modelsMethod 4 : Advanced calculation models

Definition: Based on principles of structural mechanics or of Definition: Based on principles of structural mechanics or of heat transfer (local equations). heat transfer (local equations).

• Finite differences, finite elements, boundary elements.Finite differences, finite elements, boundary elements.

• Require a computer (numerical calculation models).Require a computer (numerical calculation models).

Method 4 : Advanced calculation modelsMethod 4 : Advanced calculation models

1.1. ''My Ph.D.My Ph.D.' software' software• One author (university)One author (university)

Three different families of software:Three different families of software:Method 4 : Advanced calculation models

1.1. ''My Ph.D.My Ph.D.' software' software• One author (university)One author (university)• Limited field of applicationLimited field of application

Three different families of software:Three different families of software:Method 4 : Advanced calculation models

1.1. ''My Ph.D.My Ph.D.' software' software• One author (university)One author (university)• Limited field of applicationLimited field of application• Limited availabilityLimited availability

Three different families of software:Three different families of software:

This is This is MYMY software !!!software !!!

Method 4 : Advanced calculation models

1.1. ''My Ph.D.My Ph.D.' software' software• One author (university)One author (university)• Limited field of applicationLimited field of application• Limited availabilityLimited availability• Limited durabilityLimited durability


This is This is MYMY software !!!software !!!



1.1. ''My Ph.D.My Ph.D.' software' software2.2. Dedicated software (VULCAN, SAFIR,…)Dedicated software (VULCAN, SAFIR,…)

• From a group (University)From a group (University)




• From a group (University)From a group (University)• Wider field of applicationWider field of application




• From a group (University)From a group (University)• Wider field of applicationWider field of application• Become available nowBecome available now

$ $ $ $ $$ $ $ $ $



1.1. ''My Ph.D.My Ph.D.' software' software2.2. Dedicated software (VULCAN, SAFIR,…)Dedicated software (VULCAN, SAFIR,…)3.3. Commercial software (ANSYS, ABAQUS,…)Commercial software (ANSYS, ABAQUS,…)

• Widely distributed, used and validatedWidely distributed, used and validated• Price !!!Price !!!• Nice graphicsNice graphics

+ + + or - - -+ + + or - - - ??


YesterdayYesterday Uniform temperatureUniform temperature

TodayToday Non Non uniformuniform temperature temperature

X

Y

Z

Diamond 2004 for SAFIR

FILE: HEB_U

NODES: 28

ELEMENTS: 17

CONTOUR PLOT

TEMPERATURE PLOT

TIME: 500000 sec>Tmax

900.00

800.00

700.00

600.00

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300.00

200.00

100.00

0.00

<Tmin

X

Y

Z


FILE: HEB_U

NODES: 28

ELEMENTS: 17

CONTOUR PLOT

TEMPERATURE PLOT

TIME: 500000 sec800.00

790.91

781.82

772.73

763.64

754.55

745.45

736.36

727.27

718.18

709.09

700.00

Linear gradientLinear gradient

X

Y

Z


FILE: HEB_R

NODES: 496

ELEMENTS: 405

CONTOUR PLOT

TEMPERATURE PLOT

TIME: 1440 sec756.90

753.93

750.95

747.98

745.01

742.04

739.06

736.09

733.12

730.15

727.17

724.20

X

Y

Z


FILE: span_section

NODES: 720

ELEMENTS: 663

CONTOUR PLOT

TEMPERATURE PLOT

TIME: 3600 sec>Tmax

1000.00

900.00

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600.00

500.00

400.00

300.00

200.00

100.00

<Tmin


YesterdayYesterday

Single members or 2D framesSingle members or 2D frames

TodayToday

3D analyses3D analyses


XY

Z


FILE: cadre2

NODES: 352

BEAMS: 171

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

DISTRIBUTED LOADS PLOT

Beam Element

F0F0

F0F0 F0

F0

F0F0F0

F0F0

F0F0 F0

F0

F0F0

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F0F0F0F0

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X Y

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FILE: cadre2

NODES: 352

BEAMS: 171

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

IMPOSED DOF PLOT

Beam Element

YesterdayYesterday Linear elementsLinear elements

TodayTodayShell elementsShell elements


YesterdayYesterday

One type of F.E.One type of F.E.

TodayToday

Several types of F.E.Several types of F.E.


X Y

Z

5.0 E-01 m


FILE: ParkdeckB

NODES: 547

BEAMS: 251

TRUSSES: 0

SHELLS: 0

SOILS: 0

DISPLACEMENT PLOT ( x 4)

TIME: 2100 sec

YesterdayYesterday

Static analysesStatic analyses

TodayToday

Dynamic analysesDynamic analyses

See part 2 of this presentationSee part 2 of this presentation


TomorrowTomorrow

• C.F.D. - F.E. interconnectionC.F.D. - F.E. interconnection• Spalling of concreteSpalling of concrete• Cooling phase of the fireCooling phase of the fire• Moisture movements (e.g. in wood)Moisture movements (e.g. in wood)• Shear strength of concreteShear strength of concrete• Mechanical properties of gypsumMechanical properties of gypsum• … …

• ConnectionsConnections• Very large modelsVery large models


FILE: a0d

NODES: 9458

ELEMENTS: 6054

SOLIDS PLOT

CONTOUR PLOT

STEELEC3SILCONCEC2


Part 2 of the presentation: Dynamic analysesPart 2 of the presentation: Dynamic analyses

Successive static analyses used Successive static analyses used to load a structure at room temperatureto load a structure at room temperature

Tim e ste p 2

Tim e ste p 1

Tim e ste p 2

Tim e ste p 1

Tim e ste p 3Tim e ste p 2

Successive static analyses used Successive static analyses used to take into account the temperature increaseto take into account the temperature increase

uKF

F

u

1 2 3 4

F

u

1 2 3 4

Normal evolution toward failureNormal evolution toward failure

uKF 40 TTforK

F

1 2

F

u

1 2 3 4

Local or temporary failure at TLocal or temporary failure at T33

Local or temporary failure caused by:Local or temporary failure caused by:

geometrical reasons (buckling of one bar in a geometrical reasons (buckling of one bar in a statically statically indeterminate sytem),indeterminate sytem),

material behaviour (descending branches in material behaviour (descending branches in relationships).relationships).

Various solutions sometimes used:Various solutions sometimes used:

Remove the unstable element from the structure.Remove the unstable element from the structure.

Use « modified » Use « modified » relationships. relationships.

Use non-tangent stiffness matrix.Use non-tangent stiffness matrix.

Use « Riks » type methods (arc-length).Use « Riks » type methods (arc-length).

Solution implemented in SAFIR:Solution implemented in SAFIR: DYNAMIC ANALYSISDYNAMIC ANALYSIS

withwith

andand

1*

1001 uKAFAF

NEWMARK methodNEWMARK method

Case study 1 : 1D axial oscillatorCase study 1 : 1D axial oscillator

20°C, elastic20°C, elastic

Dynamic analysis of a single d.o.f. structure (No damping)

For t > 0, Faxial = 1000 N

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040

Time (s)

Ax

ial

forc

e (

N)

No dampingNo damping

Damping = 1.5%Damping = 1.5%

Dynamic analysis of a single d.o.f. structure (Damping = 1.5% of the critical damping)

For t > 0, Faxial = 1000 N)

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040

Time (s)

Ax

ial

forc

e (

N)

Damping = 50%Damping = 50%

Dynamic analysis of a single d.o.f. structure (Damping = 50% of the critical damping)

For t > 0, Faxial = 1000 N)

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0.000 0.005 0.010 0.015 0.020 0.025 0.030 0.035 0.040

Time (s)

Axi

al f

orc

e (N

)

Case study 2 : 2D snap throughCase study 2 : 2D snap through

20°C, damping = 1.5%20°C, damping = 1.5%

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4

Time (s)

Ve

rtic

al

po

sit

ion

of

no

de

2 (

m)

ElasticElastic

Displacement (With Damping)

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0 0.05 0.1 0.15 0.2 0.25 0.3

Elasto-plasticElasto-plastic

Case study 3 : EC3 steel, heated bracing in a sway frameCase study 3 : EC3 steel, heated bracing in a sway frame

Evolution of the horizontal displacementEvolution of the horizontal displacement

uu

Evolution of the axial force in the diagonalEvolution of the axial force in the diagonal

-4000

-2000

0

2000

4000

6000

8000

10000

12000

0 400 800 1200 1600 2000 2400 2800 3200 3600

Dynamic analysis Static analysis

NN

Case study 4 : EC3 steel, 1 out of 2 bays heatedCase study 4 : EC3 steel, 1 out of 2 bays heated

F0

F0

F0

F0

F0

F0

X

Y

Z


FILE: Frame stat 2D

NODES: 123

BEAMS: 61

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

IMPOSED DOF PLOT

IPE500.tem

IPE450.tem

IPE500c.tem

IPE450c.tem

-6

-5

-4

-3

-2

-1

0

0 10 20 30

TIME [min.]

VE

RT.

DIS

PL.

[m]

Static Dynamic

F0

F0

F0

F0

F0

F0

X

Y

Z

5.0 E+00 m


FILE: Frame stat 2D

NODES: 123

BEAMS: 61

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

IMPOSED DOF PLOT


TIME: 1504 sec

IPE500.tem

IPE450.tem

IPE500c.tem

IPE450c.tem

tt = 25’ = 25’

-6

-5

-4

-3

-2

-1

0

0 10 20 30

TIME [min.]

VE

RT.

DIS

PL.

[m]

Static Dynamic

F0

F0

F0

F0

F0

F0

X

Y

Z

5.0 E+00 m


FILE: Frame stat 2D

NODES: 123

BEAMS: 61

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

IMPOSED DOF PLOT


TIME: 1593.5 sec

IPE500.tem

IPE450.tem

IPE500c.tem

IPE450c.tem

tt = 26’30’’ = 26’30’’

-6.5

-5.5

-4.5

-3.5

-2.5

-1.5

-0.5

0.5

0 10 20 30

TIME [min.]

VE

RT.

DIS

PL.

[m]

Static Dynamic

X

Y

Z

5.0 E+00 m


FILE: Frame dyn 2D

NODES: 123

BEAMS: 61

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT


TIME: 1590.542 sec

IPE500.tem

IPE450.tem

IPE500c.tem

IPE450c.tem

tt = 26’34’’ = 26’34’’

Case study 5 : The same, now in 3D, with heated purlinsCase study 5 : The same, now in 3D, with heated purlins

3D frame (no amplification in the deformation)3D frame (no amplification in the deformation)

Case study 6 : Continuous reinforced concrete beamCase study 6 : Continuous reinforced concrete beam

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

F0

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F0

F0

F0

F0

X

Y

Z


FILE: poutre32_new

NODES: 57

BEAMS: 28

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

IMPOSED DOF PLOT

DISTRIBUTED LOADS PLOT

Beam Element

X

Y

Z

5.0 E+05 Nm


FILE: poutre32_new

NODES: 57

BEAMS: 28

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

BENDING MOMENT PLOT

TIME: 30 sec

t = 0’30’’t = 0’30’’X

Y

Z

5.0 E+05 Nm


FILE: poutre32_new

NODES: 57

BEAMS: 28

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

BENDING MOMENT PLOT

TIME: 2609.531 sec

t = 43’29’’t = 43’29’’

X

Y

Z

5.0 E+05 Nm


FILE: poutre32_new

NODES: 57

BEAMS: 28

TRUSSES: 0

SHELLS: 0

SOILS: 0

BEAMS PLOT

BENDING MOMENT PLOT

TIME: 2611.562 sec

t = 43’31’’t = 43’31’’

Case study 7 : Composite Steel-Concrete bridge Case study 7 : Composite Steel-Concrete bridge subjected to a local firesubjected to a local fire

Viaduc of MillauViaduc of MillauCourtesy "Bureau d'Etudes Greisch"Courtesy "Bureau d'Etudes Greisch"

Case study 8 : Lee’s Frame Analysed with Shell F.E. Case study 8 : Lee’s Frame Analysed with Shell F.E. dT/dt = 1°C/sdT/dt = 1°C/s

Case study 9 : Short Cellular Steel beamCase study 9 : Short Cellular Steel beamSymmetry not usedSymmetry not used

F0

F0

F0

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F0F0

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F0

F0

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F0F0

F0

F0F0

F0F0

F0

X Y

Z


FILE: acb_hot

NODES: 905

BEAMS: 0

TRUSSES: 0

SHELLS: 608

SOILS: 0

SHELLS PLOT

IMPOSED DOF PLOT

POINT LOADS PLOT

Shell Element

F0

F0

F0

F0

F0F0

F0

F0

F0

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F0

F0

F0

F0

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F0

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F0F0

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F0F0

F0

F0

F0F0

F0

F0

F0

F0F0

F0

F0F0

F0F0

F0

X Y

Z

5.0 E-01 m


FILE: acb_hot

NODES: 905

BEAMS: 0

TRUSSES: 0

SHELLS: 608

SOILS: 0

IMPOSED DOF PLOT

POINT LOADS PLOT


TIME: 648.4375 sec

F0

F0

F0

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F0

F0

F0F0

F0

F0

F0

F0F0

F0

F0F0

F0F0

F0X Y

Z

5.0 E-01 m


FILE: acb_dyn_hot

NODES: 905

BEAMS: 0

TRUSSES: 0

SHELLS: 608

SOILS: 0

IMPOSED DOF PLOT

POINT LOADS PLOT


TIME: 651.1728 sec

Case study 10 : Reinforced concrete flat slab (20°C)Case study 10 : Reinforced concrete flat slab (20°C)

F0F0F0F0

F0F0F0F0F0F0F0F0

F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0

F0 F0F0F0 F0F0F0 F0

F0F0F0F0F0

F0F0

F0F0 F0

F0

F0

F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0

F0F0

F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0

F0F0

F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0

F0

F0F0

F0F0 F0

F0

F0

F0F0F0F0F0 F0 F0F0F0 F0F0 F0F0F0 F0 F0

F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0F0F0

F0F0 F0

F0

F0F0F0F0F0 F0 F0 F0F0F0 F0F0 F0F0 F0F0F0 F0 F0 F0

F0F0F0F0

F0

F0 F0 F0

F0

F0

F0

F0 F0F0F0 F0

F0

F0 F0 F0

F0F0F0F0F0

F0

F0F0F0

F0

F0

F0

F0F0

F0

F0F0F0F0F0

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FILE: p-dyn2d

NODES: 6614

BEAMS: 0

TRUSSES: 0

SHELLS: 6245

SOILS: 0

SHELLS PLOT

IMPOSED DOF PLOT

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Courtesy "Batiserf, Grenoble"Courtesy "Batiserf, Grenoble"

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FILE: p0pure4

NODES: 6614

BEAMS: 0

TRUSSES: 0

SHELLS: 6245

SOILS: 0

IMPOSED DOF PLOT


TIME: 9.8304 sec

Case study 11 : Reinforced concrete flat slab (20°C)Case study 11 : Reinforced concrete flat slab (20°C)

ConclusionsConclusions

The behaThe beha viour of the structure is viour of the structure is oneone aspect of FSE. aspect of FSE.

Spectacular developments have been made during the last Spectacular developments have been made during the last 20 years.20 years.

Dynamic analyses are feasible and are a must.Dynamic analyses are feasible and are a must.

There are still some problems to be solved.There are still some problems to be solved.

Thank you and …... Fly high!Thank you and …... Fly high!

structures in fire yesterday, today and tomorrow

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