overview of the development of fire engineering in...
TRANSCRIPT
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Overview of the development of fire engineering in research and practice
Jean-Marc [email protected]
COST TU0904 Training course for young researchersMalta, 11-13/4/2012
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Various methods for determining the fire resistance.
1. Experimental Tests
2. Tabulated data
3. Simple calculation models
4. Advanced calculation models
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Method 1 : Experimental testing
Testing specimens for material behaviour
Test setup at NIST
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Method 1 : Experimental testing
Testing material behaviourStandard fire tests.
• Circumstancial disadvantages: cost, delays, limited # of facilities.
• Real disadvantages: only elements, size of the element, boundary conditions, variability.
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Method 1 : Experimental testing
Testing material behaviourStandard fire testsSmall scale fire tests Steel: OK
Hydral materials: ???
Picture from Nakamura et al.,1rst IAFSS, Gaithersburg, 1985 5
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Method 1 : Experimental testing
Testing material behaviourStandard fire testsSmall scale fire testsLarge scale fire tests
Rare - Local fires - Observations more than research
Courtesy: T. Lennon - B.R.E.
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Concrete building‐ Gent
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Experimental testing is used mainly in research.
Experimental testing will remain forever.Verification of basic hypotheses used in calculation modelsIntegrity criteria in separating elements
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Definition: presentation, in simple form, of results obtained by 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 slabssupported on all four edges. Otherwise, they should be treated as one-wayspanning slabs.* Normally the cover required at room temperature will control
Method 2 : Tabulated data
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Method 2 : Tabulated data
• Background: ???
• Available for simple members submitted to the standard fire.• Used mainly for masonry, concrete and composite elements,
not so much for steel.• Quite valuable for a preliminary design.• 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.
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Method 3 : Simple calculation models
Definition: Method based on global equilibrium conditions.
max
²8
d
pl y
M Rq L W f
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• Can be used « by hand » • One method for each material/member type.• Not well suited for complex structures.
=> Used for real projects.
Method 3 : Simple calculation models
• Extrapolations of similar methods used at room temperature
²At 20 :8
dpl y
q LC W f
, ²At high temperature :
8d fi
pl y
q LW f T
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Method 4 : Advanced calculation models
Definition: Based on principles of structural mechanics or of heat transfer (local equations).
0
0
0
xyxx xzx
yx yy yzy
zyzx zzz
Fx y z
Fx y z
Fx y z
2 2 2
2 2 2 0T T T TQ cx y z t
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• Finite differences, finite elements, boundary elements.
• Require a computer (numerical calculation models).
Method 4 : Advanced calculation models
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1. 'My Ph.D.' software• One author (university)
Three different families of software:Method 4 : Advanced calculation models
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1. 'My Ph.D.' software• One author (university)• Limited field of application
Three different families of software:Method 4 : Advanced calculation models
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1. 'My Ph.D.' software• One author (university)• Limited field of application• Limited availability
Three different families of software:
This is MYsoftware !!!
Method 4 : Advanced calculation models
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1. 'My Ph.D.' software• One author (university)• Limited field of application• Limited availability• Limited durability
Three different families of software:
This is MYsoftware !!!
Method 4 : Advanced calculation models
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Three different families of software:
1. 'My Ph.D.' software2. Dedicated software (VULCAN, SAFIR,…)
• From a group (University)
Method 4 : Advanced calculation models
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Three different families of software:
1. 'My Ph.D.' software2. Dedicated software (VULCAN, SAFIR,…)
• From a group (University)• Wider field of application
Method 4 : Advanced calculation models
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Three different families of software:
1. 'My Ph.D.' software2. Dedicated software (VULCAN, SAFIR,…)
• From a group (University)• Wider field of application• Become available now
$ $ $ $ $
Method 4 : Advanced calculation models
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Three different families of software:
1. 'My Ph.D.' software2. Dedicated software (VULCAN, SAFIR,…)3. Commercial software (ANSYS, ABAQUS,…)
• Widely distributed, used and validated• Price !!!• Nice graphics
+ + + or - - - ?
Method 4 : Advanced calculation models
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What can we model and what should we test?
Which material can we model?A priori, all of them…if we have the properties.Which properties?
Properties of the material?No. Properties of the model.=> Know the limits of your model.
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Window frame (courtesy: Permasteelisa)
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What can we model and what should we test?
Which structure can we model?A priori, none of them…except if we made a test before on a similar structure.
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examples1) Composite floor on corrugated steel sheets
X
Y
Z
Diamond 2009.a.6 for SAFIR
FILE: T100_120NODES: 765ELEMENTS: 1323
SOLIDS PLOT
X
Y
Z
Diamond 2009.a.6 for SAFIR
FILE: T100_120NODES: 765ELEMENTS: 1323
SOLIDS PLOTTEMPERATURE PLOT
TIME: 5400 sec>Tmax1000.00900.00800.00700.00600.00500.00400.00300.00200.00100.0078.10
What about separation of the steel sheet from the slab?28
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2) Composite steel concrete columns
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1 1 1 1 1111 1111 1 11 1 1 1111 11 11 111
2
2
2
2
22
2
22
2
2
2
2 2 2 2 22 22 2 22 22 2 22
2 2 2 2 2 2 22 2 2 22
11111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X
Y
Z
Diamond 2009.a.5 for SAFIR
FILE: Section_GA_FNODES: 750ELEMENTS: 1255
SOLIDS PLOTFRONTIERS PLOT
STEELEC3ENUSER1X_GYPSUM
FISO1F202
1 1 11 11 1 1 11 1 1 1 1 1 1 1 1 1
X
Y
Z
Diamond 2009.a.5 for SAFIR
FILE: Section_GA_FNODES: 750ELEMENTS: 1255
SOLIDS PLOTFRONTIERS PLOTCONTOUR PLOTTEMPERATURE PLOT
TIME: 3600 sec>Tmax1000.00900.00800.00700.00600.00500.00400.00300.00200.00100.0020.10
3) Steel plate covered by a plaster board
Integrity of the plaster board?
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YesterdayUniform temperature
TodayNon uniform temperature
X
Y
Z
X
Y
Z
Linear gradient
X
Y
Z
X
Y
Z
Method 4 : Advanced calculation models
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YesterdayISO fire
TodayNatural fires (with cooling phase)
Method 4 : Advanced calculation models
0
200
400
600
800
1000
1200
0 60 120 180 240 300 360 420 480 540
Temperature (°c)
Time (min)
ISO firetpeak = 240 mintpeak = 180 mintpeak = 120 mintpeak = 90 mintpeak = 60 mintpeak = 30 mintpeak = 15 min
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Requires specific material models.
0.0
0.2
0.4
0.6
0.8
1.0
1.2
0 200 400 600 800 1000 1200
f1/f(20)
f2/f(20)
Compressive strength of concrete
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Difference between hot and residual compressive strengthFrom Li & Franssen, Journal of Structural Fire Engineering, 2(1), 2011, 29-44.
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Collapse of an undergroud car park after the fire has been put down35
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Yesterday
Implicit transient creep
Today
Explicit transient creep
Method 4 : Advanced calculation models
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Yesterday
Single members or 2D frames
Today
3D analyses
Method 4 : Advanced calculation models
F0F0
F0F0 F0
F0
F0F0F0
F0F0
F0F0 F0
F0
F0F0
F0F0F0
F0F0F0F0
F0F0
F0
F0
F0
F0
F0F0F0F0
F0
F0
F0
F0F0
F0F0 F0
F0
F0
F0
F0
F0F0
F0
F0
F0F0
F0
F0F0
F0
F0
F0F0
F0
F0
F0F0
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YesterdayLinear elements
TodayShell elements
Method 4 : Advanced calculation models
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Short Cellular Steel beamSymmetry not used
F0
F0
F0
F0
F0F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
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F0F0
F0
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F0F0
F0
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F0
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F0
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F0F0
F0
F0
F0
F0F0
F0
F0F0
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F0
F0
F0
F0
F0
F0
F0
F0F0
F0
F0F0F0F0
F0
F0F0F0
F0
F0
F0F0
F0
F0F0
F0
F0F0F0
F0
F0F0
F0
F0
F0
F0F0
F0
F0F0F0F0F0
X Y
Z
Diamond 2004 for SAFIR
FILE: acb_hotNODES: 905BEAMS: 0TRUSSES: 0SHELLS: 608SOILS: 0
SHELLS PLOTIMPOSED DOF PLOTPOINT LOADS PLOT
Shell Element
F0
F0
F0
F0
F0F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
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F0F0
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F0
F0F0F0
F0
F0F0
F0
F0
F0
F0F0
F0
F0F0F0F0F0
X Y
Z
5.0 E-01 m
Diamond 2004 for SAFIR
FILE: acb_hotNODES: 905BEAMS: 0TRUSSES: 0SHELLS: 608SOILS: 0
IMPOSED DOF PLOTPOINT LOADS PLOTDISPLACEMENT PLOT ( x 1)
TIME: 648.4375 sec
F0
F0
F0
F0
F0F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
F0F0
F0
F0
F0
F0F0
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F0
F0
F0
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F0
F0
F0
F0
F0
F0F0
F0
F0
F0
F0F0
F0
F0
F0
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F0
F0F0
F0
F0
F0
F0
F0
F0
F0
F0
F0
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F0
F0F0F0F0
F0
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F0
F0F0F0
F0
F0F0
F0
F0
F0
F0F0
F0
F0F0F0F0F0X Y
Z
5.0 E-01 m
Diamond 2004 for SAFIR
FILE: acb_dyn_hotNODES: 905BEAMS: 0TRUSSES: 0SHELLS: 608SOILS: 0
IMPOSED DOF PLOTPOINT LOADS PLOTDISPLACEMENT PLOT ( x 1)
TIME: 651.1728 sec
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Courtesy "Batiserf, Grenoble"40
Reinforced concrete flat slab (20°C)
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F0F0F0F0
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X Y
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Z
5.0 E-01 m
Displacement in the ultimate limit state
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Yesterday
One type of F.E.
Today
Several types of F.E.
Method 4 : Advanced calculation models
43
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Yesterday
One way bending in floors
Today
Tensile membrane action
Method 4 : Advanced calculation models
44
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Yesterday
Static analyses
Today
Dynamic analyses
Method 4 : Advanced calculation models
uKF
uMuCuKF
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Lee’s Frame Analysed with Shell F.E. in bendingdT/dt = 1°C/s
46
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Other considerations
47
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Failure mode may be more critical than time of collapse
F0
F0
F0
F0
F0
F0
X
Y
Z
Diamond 2004 for SAFIR
FILE: Frame stat 2DNODES: 123BEAMS: 61TRUSSES: 0SHELLS: 0SOILS: 0
BEAMS PLOTIMPOSED DOF PLOT
IPE500.temIPE450.temIPE500c.temIPE450c.tem
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-6
-5
-4
-3
-2
-1
00 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
t = 25’ 49
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-6
-5
-4
-3
-2
-1
00 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
t = 26’30’’ 50
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-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
t = 26’34’’ 51
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52
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The same, now in 3D, with heated purlins
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3D frame (no amplification in the deformation)54
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When performing a S.i.F. analysis:
make it simple,
or not,
but not both.
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Natural fire with cooling phase.
Criteria?
Time of collapse (natural fire) > required time for evacuation
Infinite resistance (until complete burn out) ?
Time of collapse (natural fire) = R(ISO) ?
Stupidity?
Or maybe not!
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Representation of the fire ?
Nominal fire curve?OK for structural research in the heating phase
Post-flashover parametric fire curve?OK for structural research with a cooling phase
Zone models?Ok if the geometry is appropriateDifficulty for the columns in multi zone models
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Representation of the fire ?
Local models (Hasemi)?OK if the geometry is appropriateHasemi not applicable for columns
CFDNot for post-flashover firesOK when local fire, large compartment with complex geometry, big budget.Which interactions to consider?
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IN REALITY EVERYTHING IS COUPLED
Conditionsin the compartment
Temperatures in the structure
Structural behaviour59
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Structural fire engineering used in practice to:
1) Prove stability without any protection on steel
2) Reduce fire protection on steel
3) Prove fire resistance of existing concrete structure
4) Prove failure mode
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Tomorrow?
• Spalling of concrete• Connections• Very large models
Method 4 : Advanced calculation models
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Tomorrow?
• C.F.D. - F.E. interconnection
Method 4 : Advanced calculation models
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Tomorrow
• Moisture movements (e.g. in wood)• Mechanical properties of gypsum• Shear strength of concrete• …
Method 4 : Advanced calculation models
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Thank you and …... Fly high! 65