Cardington Fire Test January 16. 2003 David Moore, Frantiek Wald, - PowerPoint PPT Presentation

TENSILE MEMBRANE ACTION AND ROBUSTNESS OF STRUCTURAL STEEL JOINTS UNDER NATURAL FIRE EC FP5 HPRI – CV 5535 Cardington Fire Test January 16. 2003 David Moore, František Wald, Aldina Santiago BRE Watford, CTU in Prague, Coimbra University ECCS TC 10, Prague March 13-16, 2003

Contents � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Cardington, Hangar

Experimental area 48 m x 65 m x 250 m

Timber structure - 6 floor

Concrete structure - 7 floor

Steel composite structure Erected 1993 Eight floors Plan area - 945 m 2 Steel braced frame Connections : beam-column connections: flexible end plates beam-beam connections: fin plates

Typical composite structure

Contenta � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Fire experiments C B F A D E 9000 9000 9000 9000 9000 4 6000 � - level 2 136 m 2 3 BS � - level 3 9000 54 m 2 SCI 2 6000 � - level 7 24 m 2 ECSC 1 � - level 2 � - level 4 � - level 4 � - 3 70 m 2 area 52,5 m 2 324 m 2 77 m 2 SCI ECSC BS Č VUT

Summary of fire tests Test Description Fire compartment Loading size, m area, m 2 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 duration, temp and deformations Test Org. Level Duration Temperatures, ° C Deformation, mm (mins). atmos steel maximal residual 1 BS 7 170 913 875 232 113 2 BS 4 125 820 800 445 265 3 BS 2 75 1020 950 325 425 4 BRE 3 114 1000 903 269 160 5 BRE 3 70 691 557 481 6 BS 2 40 1150 1060 610 - 7 Č VUT 4 55 1108 1088 ~1200 925

Test 2 – BS, 1996 – Column shortening

Structural Integrity Test January, 16. 2003 Project team Mr. Martin Beneš Research Student, CTU Prague Mr. Luis Borges Research Student, University Coimbra Mrs. Petra H ř ebíková Research Student, CTU Prague Mrs. Magdaléna Chladná Research Student, Slovak Technical University, Bratislava Mr. David Jennings Engineering Technician, BRE Watford Mr. Tom Lennon Supervising Engineer, BRE Watford Dr. David Moore Project Director, BRE Watford Mrs. Aldina Santiago Research Student, University Coimbra Prof. Luis S. da Silva Research Group Member, University Coimbra Mr. Paul Sims Project Manager, BRE Watford Dr. Zden ě k Sokol Research Group Member, CTU Prague Dr. Jan Pašek Research Group Member, CTU Prague Mr. Nick Petty Contracted Technicians, BRE Watford Mr. Ji ř í Svoboda Res. Group Member, TMV SS, Prague Prof. Frantisek Wald European Research Group Leader, Prague Mr. David White Project Leader , BRE Watford

Research Project 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

Objectives To determine the:- Temperatures in elements and joints Internal forces in the connections Behaviour of the composite Slab

Contents � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Fire Compartment 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

Protected Members Columns External joints 1 m of the primary beam 15 mm of Cafco300 vermiculite-cement spray K = 0,078 W/mK

Mechanical Load Permanent 100% Variable permanent 100% Live 56% by sand bags C-D D E E-F 2-3 2 1

Fire Load Timber cribs 50 x 50 mm - fire load 40 kg/m 2

Instrumentation 148 thermocouples 57 strain gauges D E 489 – 492 505 – 508 497 – 500 R: 493 – 496 R: 509 – 512 R: 501 – 504 2 C1 C2 C3 513 – 516 R: 517 – 520 C4 W est view East view 447 537 r 538 r 539 r 441 1 444 C5 C6 C7 Thermocouples location through the slab’s depth in and next to the rib 448 Thermocouple 442 35 HT Strain Gau 3 70 445 r r 443 130 5 N md 30 30 R 446 449 md 120 50 1 D1.5

D E 8000 1000 2250 2250 2250 2250 1000 224 1000 220 219 221 2 1500 C 216 214 215 217 218 1500 222 210 211 212 213 223 225 209 1500 206 207 208 204 205 N 1500 202 201 203 1 D E 4500 4500 2 242 246 249 251 245 3000 247 254 37 deformations 3000 N 252 248 243 253 1 256

10 video cameras 2 thermo cameras

Contents � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Temperatures Temperature, °C Prediction ENV 1991-2 1200 Back of compartment 1100 1000 Average gas temperture 900 Front of compartment 800 700 600 500 400 300 200 100 Time, min 0 0 15 30 45 60 75 90 105 120 135 150 Gas 1108 °C in 55 min. (predicted 1078 °C in 53 min.) Beam 1088 °C in 57min. (predicted 1067 °C in 54 min.)

Temperature profiles 932,2°C 900 597,1°C 850 550 800 500 750 750,0°C 450 400 Heating 390,0°C Cooling Thermo-cameras

980,0°C 800 600 400 400,0°C

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980,0°C 800 600 400 400,0°C

Contents � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Fin Plate Temperature Profile Fin plate Beam low er flange (mid-span) Temperature, °C fin-plate (4th bolt-row ) D2 E2 fin plate (1st bolt row ) 4th bolt-row 1000 3rd bolt-row 1st bolt-row Beam w eb 800 600 N 400 D1 E1 200 Time, min 0 0 15 30 45 60 75 90 105 120 135 150 447 441 444 448 442 445 443 446 449 120

Header Plate Temperature Profile Header plate Temperature, °C Beam low er flange (mid-span) D2 E2 Plate (4th bolt-row ) plate (1st bolt-row ) 1000 4th bolt-row 1st bolt-row 2nd bolt-row 800 N 600 D1 E1 400 460 13 454 457 15 455 200 461 11 17 100 458 50 456 Time, min 459 0 462 9 19 0 15 30 45 60 75 90 105 120 135 150 Thermocouples (TC) TC + HSG in Bolt HT Strain Gauges (HSG)

Header Plate Strain Gagues Time t [min] 40,0 D2 E2 -10,0 0 15 30 45 60 75 90 -60,0 -110,0 D2 beam bottom flange -160,0 N D2 beam web -210,0 E2 beam web - estimation D1 E1 Stress σ [N/mm 2 ] -260,0 -310,0 460 13 454 457 -360,0 15 455 461 11 17 100 458 50 456 459 462 9 19 Thermocouples (TC) TC + HSG in Bolt HT Strain Gauges (HSG)

Local Buckling of Beam Lower Flanges D2 E2 N D1 E1

Fracture of End-Plates D2 E2 Con. D2 - C2 Con. E2 - E1 Con. D2 - D1 N

Ovalization of holes in the web beam in the fin plate joints D2 E2 N D1 E1

Column Flange Buckling

Beam Web Shear Zones D2 E2 N D1 E1

Contents � Cardington Laboratory � Structural Integrity Test � Preparation � Temperatures � Connections � Composite slab � Conclusion

Concrete slab cracking D E 10 9 8 7 2 ~1500 ~1700 2030 6 60 90 55 10 5 4 20 3 2 N 1 1 a b c d e f g h i j k