Cardington Fire Test January 16. 2003
David Moore, František Wald, Aldina SantiagoBRE Watford, CTU in Prague, Coimbra University
TENSILE MEMBRANE ACTION AND ROBUSTNESS OF STRUCTURAL STEEL JOINTS UNDER NATURAL FIRE
EC FP5 HPRI – CV 5535
ECCS TC 10, Prague March 13-16, 2003
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contents
Cardington, Hangar
Experimental area 48m x 65m x 250m
Timber structure - 5 floor
Concrete structure - 7 floor
Erected 1993
Eight floors
Plan area - 945 m2
Steel braced frame
Connections:
beam-column connections:
flexible end plates
beam-beam connections:
fin plates
Steel composite structure
Typical composite structure
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contenta
Fire experiments
24 m2 ECSC
324 m2 BS
area 52,5 m2 ECSC
77 m2 ČVUT
70 m2 SCI
54 m2 SCI
136 m2 BS
- 3
- level 7
- level 4
- level 3
- level 2
++22222
- level 2 - level 4
4
3
2
1
9000
60
00
6000
A B C D E F 9000 9000 9000 9000 9000
Test Description Fire compartment Loading size, m area, m2 Fire Mech. G + % Q
1 One beam 8 x 3 24 Gas 30%2 One frame 21 x 2,5 53 Gas 30%3 Corner comp. 10 x 7 70 45 kgm-2 30%4 Corner comp. 9 x 6 54 45 kgm-2 30%5 Large comp. 21 x 18 342 40 kgm-2 30%6 Office 18 x 9 136 46 kgm-2 30%7 Integrity 11 x 7 77 40 kgm-2 56%
Summary of fire tests
Summary of duration, temp and deformations
Test Org. Level Duration Temperatures, °C Deformation, mm (mins). Atmos steel maximal residual
1 BS 7 170 913 875 232 1132 BS 4 125 820 800 445 2653 BS 2 75 1020 950 325 4254 BRE 3 114 1000 903 269 1605 BRE 3 70 691 557 4816 BS 2 40 1150 1060 610 -7 ČVUT 4 55 1108 1088 ~1200 925
Test 2 – Column shortening
Structural Integrity Test January, 16. 2003Project teamMr. Martin Beneš Research Student, CTU PragueMr. Luis Borges Research Student, University Coimbra Mrs. Petra Hřebíková Research Student, CTU PragueMrs. Magdaléna Chladná Research Student, Slovak Technical University, BratislavaMr. David Jennings Engineering Technician, BRE WatfordMr. Tom Lennon Supervising Engineer, BRE WatfordDr. David Moore Project Director, BRE WatfordMrs. Aldina Santiago Research Student, University Coimbra Prof. Luis S. da Silva Research Group Member, University CoimbraMr. Paul Sims Project Manager, University Coimbra Dr. Zdeněk Sokol Research Group Member, CTU PragueDr. Jan Pašek Research Group Member, CTU PragueMr. Nick Petty Contracted Technicians, BRE WatfordMr. Jiří Svoboda Res. Group Member, TMV SS, PragueProf. Frantisek Wald European Research Group Leader, PragueMr. David White Project Leader , BRE Watford
)
Tensile membrane action
and robustness of structural steel joints under natural fire
EC FP5 HPRI - CV 5535
Participanting Institutions
Building Research Establishment
Czech Technical University in Prague
Coimbra University,
Technical University, Bratislava
Research Project
ObjectivesTo determine the:- Temperatures in elements and joints Internal forces in the connections Behaviour of the composite Slab
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contents
Wall
3 layers of gypsum plasterboard
(15 mm + 12,5 mm + 15 mm)
with K = 0,19 – 0,24 W/mK
Window
9 m x 1,27 m
Fire Compartment
Columns
External joints
1 m of the primary beam
15 mm of Cafco300 vermiculite-cement spray
K = 0,078 W/mK
Protected Members
Permanent 100%
Variable permanent 100%
Live 56%
by sand bags
Mechanical Load
Timber cribs 50 x 50 mm - fire load 40 kg/m2
Fire Load
148 thermocouples 57 strain gauges
Instrumentation
D E
1
2
N
C 1500
1500
1500
1500
1000
222
214
209
204
224
223 225
219
201
215
210
205
220
202
216
211
206
221
203
217
212
207
218
213
208
2250 2250 2250 2250 8000 1000 1000
D E
1
2
N
242
2564
246 249 251
252
247 254
4500 4500
30
00
30
00
245
248 243 253
37 deformations
10 video cameras 2 thermo cameras
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contents
Temperatures
Gas 1108 °C in 55 min. (predicted 1078 °C in 53 min.) Beam 1088 °C in 57min. (predicted 1067 °C in 54 min.)
0
100
200
300
400
500
600
700
800
900
1000
1100
1200
0 15 30 45 60 75 90 105 120 135 150
Time, min
Temperature, °C Prediction ENV 1993-1-2
Back of compartmentAverage gas temperture
Front of compartment
Heating
Cooling
Thermo-cameras
Temperature profiles
750,0°C
932,2°C
750
800
850
900
390,0°C
597,1°C
400
450
500
550
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
400,0°C
980,0°C
400
600
800
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contents
Fin Plate Temperature Profile
N
E2D2
E1D1
Fin plate
0
200
400
600
800
1000
0 15 30 45 60 75 90 105 120 135 150
Time, min
Tem
pera
ture
, °C
Beam low er f lange (mid-span)
fin-plate (4th bolt-row )
fin plate (1st bolt row )
4th bolt-row
3rd bolt-row
1st bolt-row
Beam w eb
441
444
442
443 445
446
447
448
449
120
100
11
50
460
461
462 9
13
Thermocouples (TC) TC + HSG in Bolt HT Strain Gauges (HSG)
457
455
456
454
15
17
459 19
458
N
E2D2
E1D1
Header plate
0
200
400
600
800
1000
0 15 30 45 60 75 90 105 120 135 150
Time, min
Tem
pera
ture
, °C
Beam low er f lange (mid-span)
Plate (4th bolt-row )
plate (1st bolt-row )
4th bolt-row
1st bolt-row
2nd bolt-row
Header Plate Temperature Profile
Header Plate Strain Gagues
N
E2D2
E1D1
100
11
50
460
461
462 9
13
Thermocouples (TC) TC + HSG in Bolt HT Strain Gauges (HSG)
457
455
456
454
15
17
459 19
458
-360,0
-310,0
-260,0
-210,0
-160,0
-110,0
-60,0
-10,0
40,0
0 15 30 45 60 75 90
Time t [min]
Str
ess
[
N/m
m2]
D2 beam bottom flange
D2 beam web
E2 beam web - estimation
N
E2D2
E1D1
Local Buckling of Beam Lower Flanges
N
E2D2
Con. D2 - D1Con. E2 - E1
Con. D2 - C2
Fracture of End-Plates
N
E2D2
E1D1
Ovalization of holes in the web beam in the fin plate joints
Column Flange Buckling
N
E2D2
E1D1
Beam Web Shear Zones
Cardington Laboratory
Structural Integrity Test
Preparation
Temperatures
Connections
Composite slab
Conclusion
Contents
Concrete slab cracking
D E
1
2
N
10
2030 ~1700
20
~15
00
60
55
90
a b c d e f g h i j k
1
2
3
4
5
6
7
8
9
10
0
1
2
3
3.5
4
4.5
5
6
7
9
12
15
0.00
2.25
4.50
6.75
9.00
-100-90
-80
-70
-60
-50
-40
-30
-20
-10
0
Slab deflection after testDate: 23th January 2003
-10.0-0.0-20.0--10.0-30.0--20.0-40.0--30.0-50.0--40.0-60.0--50.0-70.0--60.0-80.0--70.0-90.0--80.0-100.0--90.0
Concrete slab deformation
Residual deformation max 925 mm
Fracture of end plates Elongation of holes in fin plates Integrity of composite slab Collapse of structure not reached
Mechanical load 56%Fire load 40 kg/m2
Conclusions
Thank you for your attention