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FLEXURAL CAPACITY INCREASE OF RC
BEAMS BY APPLYINGFRP COMPOSITES WITH ANCHORAGE
Tams Dan ValeriuNAGY-GYRGY DIACONU STOIAN
PhD, Lecturer PhD, Assist. lect. PhD, Professor
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
SPAN: 400 CMREFERENCE BEAM 1 (RB): 316
RETROFITTED SPECIMENS: 216
SYSTEMS WERE USED, WHICH WERE DESIGNED TO REACH AN
APPROPRIATE LOAD BEARING CAPACITY AS THE FIRST
REFERENCE BEAM (RB).
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
TEST SET-UP
stirrups 8/15 28
21640
130 140 130 20
400
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
TEST SET-UP
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R-2W
strengthened with 2 layer of 18cm wide unidirectional carbon FPR fabric
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
in the bottom part, without any anchor system.
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TEST RESULTS
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
R-2W strengthened with 2 layer of 18cm wide unidirectional carbon FPR fabricin the bottom part, without any anchor system.Failure: debonding of the FRP.
140
160
180
200
220
]
RB
R-2W
40
60
80
100
120
LOAD
[k
0
20
0 25 50 75 100 125
DEFLECTION [mm]
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RL-2W-A strengthened with 2 layer of 9cm wide unidirectional carbon FPR fabric
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
, .
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TEST RESULTS
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
RL-2W-A strengthened with 2 layer of 9cm wide unidirectional carbon FPR fabricapplied in the lateral part of the both side, anchored with three spikes/end/side.Failure: debonding inside the FRP.
140
160
180
200
220
]
RB
RL-2W-A
40
60
80
100
120
LOAD
[k
0
20
0 25 50 75 100 125
DEFLECTION [mm]
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R-2W-A strengthened with 2 layer of 18cm wide unidirectional carbon FPR fabric
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
, .
9
9
1 . 2
= 1 2 - a n c o r a j / 1 4 - g a u r a =
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R-2W-A strengthened with 2 layer of 18cm wide unidirectional carbon FPR fabric
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
, .Failure: debonding of the fiber sheets, followed by fracture near the anchorage zone
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R-2W-MA
strengthened with 2 layer of 18cm wide unidirectional carbon FPR
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
fabric applied in the bottom part of beam, anchored with metal anchors.
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R-2W-MA strengthened with 2 layer of 18cm wide unidirectional carbon FPRfabric applied in the bottom part of beam, anchored with metal anchors.
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
,pieces with crushing of the compressed concrete.
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TEST RESULTS
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
-bottom part and anchored at the ends with steel plates.Failure: began with the FRP debonding between the anchorages, followed byconcrete crushing in the compression zone, and finally by the sliding out of the FRPfrom the anchorage simultaneous with the failure of the strip.
160
180
200
220
RB
R-1S
60
80
100
120
140
LOAD
[kN]
RB2
0
20
40
0 25 50 75 100 125
DEFLECTION [mm]
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R-2NSMS strengthened with two 20mm wide carbon FPR strip, in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
, .
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TEST RESULTS
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
,part of the beam, applied in cut grooves (NSM technique).Failure: began with the composite debonding in the grooves, followed by concretecrushing in the compression zone, and finally by the tensile failure of the FRP stripin the middle region of the beam.
160
180
200
220
RBR-2NSMS
60
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100
120
140
LOAD
[kN]
RB2
0
20
40
0 25 50 75 100 125
DEFLECTION [mm]
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R-2S-W strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.
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200
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R-2S-W strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.Failure: partial sliding of the strip because of the shear failure of the sheets, followedby rupture.
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R-1S-AS strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
and top part anchored with anchor spikes.
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R-1S-AS strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.
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TEST RESULTS
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
R-1S-AS strengthened with 1 layer of 5cm wide CFPR strip applied in the bottomand top part anchored with anchor spikes.Failure: debonding of the strip at the anchorage and than by slipping.
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R-1S-SP strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.
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R-1S-SP strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
and top part anchored with steel plates.
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
Failure: debonding and slipping of the strip in the anchorage and than failure of thestrip.
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R-1S-CA strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.
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R-1S-CA strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.
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R-1S-CA strengthened with 1 layer of 5cm wide CFPR strip applied in the bottom
FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
.Failure: concrete crushing and strip failure.
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
BASED ON THE PERFORMED EXPERIMENT, RESPECTIVELY ON
CONCLUSIONS
THE BEHAVIOUR OF THE TESTED SPECIMENS, THE FAVOURABLE
EFFECTS OF MECHANICAL AS WELL AS CHEMICAL ANCHORAGEWERE EXPERIMENTALLY DEMONSTRATED, BOTH FOR BOTTOM AND
.
INCREASING OF THE FLEXURAL CAPACITY OF REINFORCEDCONCRETE BEAMPROVED TO BE THE NSM TECHNIQUE
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FLEXURAL CAPACITY INCREASE OF RC BEAMS BY APPLYING FRP-S WITH ANCHORAGE
CONCLUSIONS
220
180
200
RB
R-1S
120
140
[kN]
RB2R-2WRL-2W-A
60
80
100
LOA
0
20
40
0 25 50 75 100 125
DISPLACEMENT [mm]