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Fire Testing of an Earthquake Damaged R.C. Frame Presented by: U.K. Sharma/Pradeep Bhargava Under...
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Transcript of Fire Testing of an Earthquake Damaged R.C. Frame Presented by: U.K. Sharma/Pradeep Bhargava Under...
![Page 1: Fire Testing of an Earthquake Damaged R.C. Frame Presented by: U.K. Sharma/Pradeep Bhargava Under UKIERI Project being Jointly Investigated by: Indian.](https://reader035.fdocuments.in/reader035/viewer/2022062518/56649e2b5503460f94b1a2b4/html5/thumbnails/1.jpg)
Fire Testing of an Earthquake Damaged R.C. Frame
Presented by: U.K. Sharma/Pradeep Bhargava
Under UKIERI Project being Jointly Investigated by:
Indian Institute of Technology Roorkee
University of Edinburgh, U.K.
Indian Institute of Science Bangalore
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INTRODUCTION
Major earthquakes have been followed by multiple ignitions
• San Francisco, 1906
• Tokyo, 1923
• San Fernando, 1971
• Northridge, 1994
• Hanshin (Kobe), 1995
• Izmit (crude and naptha tanks), 1999
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Fire Following Earthquake
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• Due to rapid urbanisation, there is an increasing risk of Fire Following Earthquake (F.F.E.) events.
• FFE events have added a new dimension to disaster management and call for substantial research effort to address the relevant challenges .
• The collaborative research project between the University of Edinburgh, Indian Institute of Technology Roorkee and the Indian Institute of Science Bangalore proposes to conduct large-scale tests to investigate the behaviour of (earthquake-induced) pre-damaged R.C. frames in fire.
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Simulated seismic damage
Fire loading Aftermath
1 Displacement beyond peak lateral force
900oC -1000oC* Residual lateral capacity test*
2 None 900oC -1000oC for 1 hr Residual lateral capacity test
3 Moderate (30% of the displacement corresponding to peak lateral force)†
900oC -1000oC for 1 hr Residual lateral capacity test
4 Severe (70% of the displacement corresponding to peak lateral force)†
900oC -1000oC for 1 hr Residual lateral capacity test
Summary of the proposed frame tests
*for as long as considered safe (maximum 1 hr) †applied incrementally and cyclically
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3000 3000 3000 3000
3000
3000
3000
4000
4000
PO R T IO N O FBU ILD IN G
C O N SID ER ED
P LA N O F B U ILD IN G[4 S TO R E Y (G + 3)]
3000 3000 3000 3000
3000
3000
3000
E LE V A T IO N
3000
PO R T IO N O FBU ILD IN G
C O N SID ER ED
4500
4000
Plan and elevation of the frame sub-assemblage proposed to be tested
3000 3000 3000 3000
3000
3000
3000
4000
4000
PO R T IO N O FBU ILD IN G
C O N SID ER ED
P LA N O F B U ILD IN G[4 S TO R E Y (G + 3)]
3000 3000 3000 3000
3000
3000
3000
E LE V A TIO N30
00
PO R T IO N O FBU ILD IN G
C O N SID ER ED
4500
4000
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Detailing of the frame sub-assemblage
230
C O L. 300 X 300
L-SECTION OF BEAM (230 X 230)
C O L. 300 X 300
3 -16
2
2
8-2 Legged S tirrups@ 100 m m c /cth roughou t
SECTION 2-2
8-2 Legged S tirrups@ 100 m m c /cth roughou t
120
230
3-16
3-16
18025 25
Detailing of a typical beam
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1500
3000
800
300
500
75
150
230
500
8 bo lts32
150 20 @ 100c/c
bothways
Extended (1200 m m )in ra ft foundation
10-3 LeggedStr. @ 75 m m c/c
10-3 LeggedStr. @ 75 m m c/c
10-2 LeggedStr. @ 150 m m c/c
10-2 LeggedStr. @ 150 m m c/c
10-3 LeggedStr. @ 75 m m c/c
10-2 LeggedStr. @ 150 m m c/c
10-3 LeggedStr. @ 75 m m c/c
10-2 LeggedStr. @ 150 m m c/c
500
500
230
AA AA
BB
40 220 40
300
8 -2010-2 LeggedStirrups @150 m m c/c
40220
40
300
8 -2010-3 LeggedStirrups@ 75 m m c/c
SECTION A-A
SECTION B-B
300
300
150 800 150
FOOTING PLAN
REINFORCEMENT OF COLUMN (300 X 300)
8 Bolts o f 32Extended inR aft Foundation
1100
8-20 1100
250 250
Detailing of the column and footing
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PLAN SHOW INGBOTTOM REIN. OF SLAB (120 THICK)
PLAN SHOW INGTOP REIN. OF SLAB (120 THICK)
230
120
900 900
750750
8 @500 c/c
8 @250 c/c
8 @500 c/c
500 500
8 @250 c/c
8 @ 250 c /cB o thw ays
8 @ 250c/cbothways
8 @ 250c/cbothways
SECTION THROUGH SLAB
Detailing of the slab
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F
Brick masonry infill 115 thick
3000 c/c both ways
All Columns- 300x300 mm
Fire compartment
All Beams-230x230
4300 both ways
Beam
Column
Framing plan of the frame sub-assemblage
120 thickslab
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Test set-up configuration
3000
1500
1300
R aft top R aft top
500
Ventilationopening
Fire level/Topof beam
Typical colum n,300 x 300
Plinth beam ,230 x 230
Footing,1100 x 1100 x 500
B ricked box con ta ine r filledw ith sand w ith fue l tray on top
(leve l w ith the top o f beam )
Roof slab120 thk
Roof beam230 x 230
Steel fram ingsystem
Sim ulated gravityloading of 2nd and 3rdabove floor
Superim posed live loadon floor 1
Extendedcolum n
Reactionwall
4300
5000
Hydraulicjack
Therm ocouples at fivedifferent elevation levelsin three plan locations offire com partm ent
Brick masonry infill wall in perimeter
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Nominal location of thermo-couples and strain gauges
INSTRUMENTATION
Plinth beam230 x 230
Steel rebars
Typical colum n300 x 300
Roof beam230 x 230
30
00
4000
3300
3000
1 5
1 2
3 4
6 10 11 155 6
7 8
31 35
9 10
36 40
11 12
41 45
1817
2016
1615
2521
1413
3026
5046 5551 6056
Legend :
: Therm ocouple = 180 : Strain gauge = 72
Total
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Nominal location of L.V.D.T.’s
4000
4000
Typical colum n300 x 300
Roof beam230 x 230
Legend :
Total LVDT = 13(PLAN VIEW )
NOMINAL LOCATION OF LVDT
LVD T
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Nominal location of thermocouples and strain gauges in the slab
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Analytical modeling of the frame sub-assemblage
• The sub-assemblage was designed as part of a 4-storey moment resistant R.C frame located in seismic zone IV of IS 1893 (Part 1):2002. Ductile detailing was carried out as per IS 13920.
(a) (b)
Detailing of a typical beam, (a), and a column, (b).
• When calibrated against the Eurocode 8, the design was found to be sufficiently ductile. However, a plastic analysis of the sub-assemblage indicated that the first hinge formed in a column instead of a beam
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Finite element model of the frame sub-assemblage showing hinging in columns
Col. bars=8-12ø
Beam bars=2-12ø+3-16øat top and bottom
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Col. bars=8-20ø
Beam bars=3-16øat top and bottom
Plastification atjoint
Beam hinging
The modification of detailing in the beams and columns resulted in a more Desirable pattern of hinging
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Analytical load-displacement relationships
(a) SAP frame model (b) ABAQUS finite element model
Comparison of the predicted load-displacement relationships for the frame sub-assemblage from SAP and ABAQUS
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Mock Fire Tests
Front elevation of the fire compartment for the mock tests
Thermocouple tree
Fuel tray
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Post flash-over phase of the compartment fire
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Time (Minutes)
0 5 10 15 20 25
Tem
pera
ture
(°C
)
0
200
400
600
800
1000
1200
1400
TC at 20 cm TC at 90 cm TC at 160 cm TC at 230 cm
Time-temperature relationships for the fire compartment near the centre of the back wall and opposite to the opening
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Strong floor – reaction wall system
Detailing of rebars in the strong floor, dowels for the footing can also be seen
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Freshly cast concrete in the strong floor, dowels for the orthogonal reaction walls can be seen in the background
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Erection of the reinforcement cage for the reaction wall. Pipe sleeves for anchoring the loading jacks can also be seen
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The quasi-static loads shall be applied with a pair of these 500 kN capacity double acting hydraulic jacks
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Target displacement
Time
Earthquake loading simulation
Proposed (quasi-static) loading history for the frame sub-assemblage
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OpenSees analysis of cyclic loading (plotted for 1 column)
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Maximum base shear plot from OpenSees analyses
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Another Aim of the Project: Stress-Strain Models for Pre-Damaged Materials
•Stressed Tests• Unstressed Tests• Residual Tests
Stress – strain relationships for concrete at elevated temperature
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Structural Modelling Round-robinExercise
• The challenge: – To model blind the behaviour of a concrete
structure during fire following earthquake• Aiming to
– Identify strengths and weaknesses of modelling capabilities
• If interested contact Martin Gillie: – [email protected]– www.see.ed.ac.uk/~s0458490/UKIERI/
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Predictions
• Horizontal and vertical deflections during the earthquake loading
• Temperature of the rebar during heating and cooling
• Horizontal and vertical deflections during heating and cooling
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Dates
• Competition announced June 2010• Structural data on website Summer 2010• Date of test Late Summer 2010• Confirmation of required predictions Day
after test• Submission of predictions 1 March 2011• Results conference Spring 2011
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THANK YOU