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

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

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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, Frantiek Wald, Aldina Santiago BRE Watford, CTU in Prague, Coimbra University

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SLIDE 1

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

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SLIDE 2

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

Contents

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SLIDE 3

Cardington, Hangar

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SLIDE 4

Experimental area 48 m x 65 m x 250 m

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SLIDE 5

Timber structure - 6 floor

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SLIDE 6

Concrete structure - 7 floor

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SLIDE 7

Steel composite structure

Erected 1993 Eight floors Plan area - 945 m2 Steel braced frame Connections: beam-column connections: flexible end plates beam-beam connections: fin plates

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SLIDE 8

Typical composite structure

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SLIDE 9

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

Contenta

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SLIDE 10

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
  • level 2
  • level 4

4 3 2 1

9000 6000 6000

A B C D E F

9000 9000 9000 9000 9000

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SLIDE 11

Summary of fire tests

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%

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SLIDE 12

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

ČVUT 4 55 1108 1088 ~1200 925

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SLIDE 13

Test 2 – BS, 1996 – Column shortening

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SLIDE 14

Structural Integrity Test January, 16. 2003

Project team

  • Mr. Martin Beneš

Research Student, CTU Prague

  • Mr. Luis Borges

Research Student, University Coimbra

  • Mrs. Petra Hřebíková

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. Zdeněk Sokol

Research Group Member, CTU Prague

  • Dr. Jan Pašek

Research Group Member, CTU Prague

  • Mr. Nick Petty

Contracted Technicians, BRE Watford

  • Mr. Jiří Svoboda
  • Res. Group Member, TMV SS, Prague
  • Prof. Frantisek Wald

European Research Group Leader, Prague

  • Mr. David White

Project Leader , BRE Watford

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SLIDE 15

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

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SLIDE 16

Objectives

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

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SLIDE 17

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

Contents

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SLIDE 18

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

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SLIDE 19

Protected Members

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

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SLIDE 20

Mechanical Load

Permanent 100% Variable permanent 100% Live 56% by sand bags

1 2 2-3 C-D D E E-F

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SLIDE 21

Fire Load

Timber cribs 50 x 50 mm - fire load 40 kg/m2

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SLIDE 22

Instrumentation

148 thermocouples 57 strain gauges

1 5 3 441 444 442 443 445 446 447 448 449 W est view East view

50 120

Thermocouple HT Strain Gau

D1.5

D E 1 2

489 – 492 R: 493 – 496

C1 C2 C3 C4 C5 C6 C7

N 537 r 497 – 500 R: 501 – 504 505 – 508 R: 509 – 512 513 – 516 R: 517 – 520 538 r 539 r

r 30 30 35 70 130 md R r md Thermocouples location through the slab’s depth in and next to the rib

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SLIDE 23

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 242 256 246 249 251 252 247 254

4500 4500 3000 3000

245 248 243 253

37 deformations

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SLIDE 24

10 video cameras 2 thermo cameras

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SLIDE 25
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SLIDE 26
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SLIDE 27
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SLIDE 28
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SLIDE 29
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SLIDE 30

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

Contents

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SLIDE 31

Temperatures

100 200 300 400 500 600 700 800 900 1000 1100 1200 15 30 45 60 75 90 105 120 135 150 Time, min Temperature, °C Prediction ENV 1991-2

Back of compartment Average gas temperture Front of compartment

Gas 1108 °C in 55 min. (predicted 1078 °C in 53 min.) Beam 1088 °C in 57min. (predicted 1067 °C in 54 min.)

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SLIDE 32

Temperature profiles

750,0°C 932,2°C 750 800 850 900

Heating Cooling Thermo-cameras

390,0°C 597,1°C 400 450 500 550

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SLIDE 33

400,0°C 980,0°C 400 600 800

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SLIDE 34

400,0°C 980,0°C 400 600 800

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SLIDE 35

400,0°C 980,0°C 400 600 800

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SLIDE 36

400,0°C 980,0°C 400 600 800

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SLIDE 37

400,0°C 980,0°C 400 600 800

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SLIDE 38

400,0°C 980,0°C 400 600 800

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SLIDE 39

400,0°C 980,0°C 400 600 800

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SLIDE 40

400,0°C 980,0°C 400 600 800

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SLIDE 41

400,0°C 980,0°C 400 600 800

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SLIDE 42

400,0°C 980,0°C 400 600 800

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SLIDE 43

400,0°C 980,0°C 400 600 800

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SLIDE 44

400,0°C 980,0°C 400 600 800

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SLIDE 45

400,0°C 980,0°C 400 600 800

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SLIDE 46

400,0°C 980,0°C 400 600 800

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SLIDE 47

400,0°C 980,0°C 400 600 800

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SLIDE 48

400,0°C 980,0°C 400 600 800

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SLIDE 49

400,0°C 980,0°C 400 600 800

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SLIDE 50

400,0°C 980,0°C 400 600 800

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SLIDE 51

400,0°C 980,0°C 400 600 800

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SLIDE 52

400,0°C 980,0°C 400 600 800

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SLIDE 53

400,0°C 980,0°C 400 600 800

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SLIDE 54

400,0°C 980,0°C 400 600 800

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SLIDE 55

400,0°C 980,0°C 400 600 800

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SLIDE 56

400,0°C 980,0°C 400 600 800

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SLIDE 57

400,0°C 980,0°C 400 600 800

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SLIDE 58

400,0°C 980,0°C 400 600 800

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SLIDE 59

400,0°C 980,0°C 400 600 800

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SLIDE 60

400,0°C 980,0°C 400 600 800

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SLIDE 61

400,0°C 980,0°C 400 600 800

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SLIDE 62

400,0°C 980,0°C 400 600 800

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SLIDE 63

400,0°C 980,0°C 400 600 800

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SLIDE 64

400,0°C 980,0°C 400 600 800

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SLIDE 65

400,0°C 980,0°C 400 600 800

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SLIDE 66

400,0°C 980,0°C 400 600 800

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SLIDE 67

400,0°C 980,0°C 400 600 800

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SLIDE 68

400,0°C 980,0°C 400 600 800

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SLIDE 69

400,0°C 980,0°C 400 600 800

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SLIDE 70

400,0°C 980,0°C 400 600 800

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SLIDE 71

400,0°C 980,0°C 400 600 800

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SLIDE 72

400,0°C 980,0°C 400 600 800

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SLIDE 73

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

Contents

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SLIDE 74

Fin Plate Temperature Profile

N

E2 D2 E1 D1

Fin plate 200 400 600 800 1000 15 30 45 60 75 90 105 120 135 150 Time, min Temperature, °C Beam low er flange (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

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SLIDE 75

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

E2 D2 E1 D1

Header plate 200 400 600 800 1000 15 30 45 60 75 90 105 120 135 150 Time, min Temperature, °C Beam low er flange (mid-span) Plate (4th bolt-row ) plate (1st bolt-row ) 4th bolt-row 1st bolt-row 2nd bolt-row

Header Plate Temperature Profile

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SLIDE 76

Header Plate Strain Gagues

N

E2 D2 E1 D1

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 15 30 45 60 75 90

Time t [min] Stress σ [N/mm 2]

D2 beam bottom flange D2 beam web E2 beam web - estimation

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SLIDE 77

Local Buckling of Beam Lower Flanges

N

E2 D2 E1 D1

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SLIDE 78

Fracture of End-Plates

N

E2 D2

  • Con. D2 - D1
  • Con. E2 - E1
  • Con. D2 - C2
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SLIDE 79

Ovalization of holes in the web beam in the fin plate joints

N

E2 D2 E1 D1

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SLIDE 80

Column Flange Buckling

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SLIDE 81

N

E2 D2 E1 D1

Beam Web Shear Zones

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SLIDE 82

Contents

Cardington Laboratory Structural Integrity Test Preparation Temperatures Connections Composite slab Conclusion

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SLIDE 83

Concrete slab cracking

D E 1 2

N

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

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SLIDE 84

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

ab deflection after test

e: 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

Residual deformation max 925 mm

Concrete slab deformation

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SLIDE 85

Conclusions 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

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SLIDE 86

Thank you for your attention