high performance fiber reinforced concrete composites for bridge columns
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High Performance Fiber Reinforced Concrete Composites for Bridge Columns. C.P. Ostertag and S.L. Billington University of California, Berkeley and Stanford University Quake Summit Meeting October 9, 2010. Civil and Environmental Engineering Departments - PowerPoint PPT PresentationTRANSCRIPT
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High Performance Fiber Reinforced Concrete Composites for Bridge Columns
C.P. Ostertag and S.L. BillingtonUniversity of California, Berkeley and Stanford University
Quake Summit MeetingOctober 9, 2010
Civil and Environmental Engineering Departments
University of California, Berkeley Stanford University
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Outline
• Motivation & Objective of Research
• Overview of Composite Materials Being Studied
• Experimental Program– Compression and Confinement Experiments
– Tension-Stiffening Experiments
• Future Work
• Conclusions
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Motivation for ResearchDuctile fiber-reinforced composites are being studied in bridge pier designs
Models are needed to predict structural-scale performance
ECC
Self-Compacted
HyFRC
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Self-compactedHyFRC column
v=0.37%
Conv. reinforced concrete column
v=0.70%
Self-compacted HyFRC column at 11.3% drift
-3 -2 -1 0 1 2 3 -30
-15
0
15
30
Late
ral F
orce
, (k
ips)
Drift Ratio,(%)
-4 -2 0 2 4
(a)
Test Specimen 1Terzic - Base45x - direction
-3 -2 -1 0 1 2 3 -30
-15
0
15
30
Drift Ratio,(%)
-4 -2 0 2 4
(b)
Test Specimen 1Terzic - Base45y - direction
-3 -2 -1 0 1 2 3 -30
-15
0
15
30
Lateral Displacement, (in.)
Late
ral F
orce
, (k
ips)
-4 -2 0 2 4
(c)
Test Specimen 2Terzic - Base45x - direction
-3 -2 -1 0 1 2 3 -30
-15
0
15
30
Lateral Displacement, (in.)
-4 -2 0 2 4
(d)
Test Specimen 2Terzic - Base45y - direction
Motivation for ResearchDamage reduction & enhanced performance with lower transverse reinf.
PEER (Ostertag & Panagiotou)
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Motivation for ResearchHigher strength and ductility observed in reinforced HPFRCs
Kesner & Billington, 2004
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ObjectiveTo conduct fundamental, small-scale experiments
on unreinforced and reinforced HPFRC materials to
develop analytical models and design guidelines for
application to bridge pier designs.
1. By how much can transverse reinforcement be reduced?
2. How much additional strain capacity does HPFRC have when reinforced?
Additional Questions:
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Materials Being StudiedHigh Performance Fiber-Reinforced Composites
Tension Hardening
Deflection softening Deflection hardening
High Performance if it achieves hardening with less than 2% fiber volume
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Materials Being StudiedHigh Performance Fiber-Reinforced Composites
0.0
0.5
1.0
1.5
2.0
2.5
0.00 0.01 0.02 0.03 0.04
Tensile Strain
Ten
sile
Str
ess
(MP
a)
ECC
Mortar
FRC
0.0
0.5
1.0
1.5
2.0
2.5
0.00 0.01 0.02 0.03 0.04
Tensile Strain
Ten
sile
Str
ess
(MP
a)
ECC
Mortar
FRC
10 mm
Less than 2% by volume of (PVA) fibers
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Materials Being StudiedHigh Performance Fiber-Reinforced Composites
HyFRC (1.5% fiber volume)Can be self-compacting
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Experimental ProgramCompression testing of confined HyFRC and ECC
Strain
Stress (MPa)-80
-70
-60
-50
-40
-30
-20
-10
10
-0.05 -0.04 -0.03 -0.02 -0.01 0 0.01 0.02
?
PI: Claudia Ostertag
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Compression ExperimentsThree levels of confinement
1” 2”3”
Five mix designs: Plain concrete and HyFRC, Plain SCC and SC-HyFRC, and ECC
v = 0.95% v = 0.48% v = 0.32%
• #3 bars longitudinally• 10-Gage wire (0.13mm) spirals
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Compression ExperimentsSpecimens and measurements
• Unconfined 6”x 12” cylinders
• Confined 6”x12” cylinders • Strain via 2 LVDTS within 8 inch section• Equipment limited to displacements < 0.4”
• Confined 6”x12” cylinders w/ strain gages• Strain gages installed on spiral reinforcement• Strain averaged over entire height using 2 LVDTs• Equipment enabled strain calculations at large
displacements (~ 1”)
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Compression ExperimentsHyFRC compared with conventional concrete
Strain
Control (conventional) concrete
HyFRC
0 0.002 0.004 0.008 0.01 0.0120.0060
2
5
7
Str
ess
(ksi
)
4
6
1
3
HyFRC has stable, extended softening behavior on its own
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Compression ExperimentsHigh confinement ratio not needed with SC-HyFRC
SCC (1.91%)
v = 0.95% v = 0.32%v = 0.49%
1” 2” 3”
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Compression ExperimentsConfined HyFRC Results (2” spacing)
Plain
HyFRC
SC-HyFRC
Delay in damage initiation and damage progression
Extensive spalling
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Compression ExperimentsNo damage localization in SC-HyFRC
v =0.95%
SC-HyFRCPlain SCC
v =1.91%
v =0.95%
v =0.95%
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Experimental ProgramTension stiffening in ECC & HyFRC
Tension stiffening
Bar in ECC
Bare bar
Bar in Concrete
Fischer & Li, 2002
No recording beyond 0.5% strain
Blunt & Ostertag, 2009
No uniaxial tension data
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Tension-stiffening experimentsQuestions
1. What is the tension stiffening effect with HyFRC?
2. How does the HyFRC and ECC perform at large strains when reinforced?
3. Can basic material properties and geometry be used to predict the tension stiffening and reinforced response?
4. How does rebar size and volume of surrounding material impact tension stiffening?
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Dogbones
Prisms
34”
Tension Stiffening ExperimentsTwo specimen designs evaluated
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Tension Stiffening ExperimentsSpecimen Variables
2 geometries: prism & dogbone
3 mix designs: ECC, HyFRC, SC-HyFRC
2 reinforcing ratios: 1.25% and 1.9%
Plain specimens: (no reinforcing bar)
Material characterization tests (cylinders, beams, plates)
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6”
Stress concentration factor of 1.16
Dogbone specimen designed
Inserts and grips machined
Tension Stiffening ExperimentsSpecimen design and set-up validation
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Dogbones - Typical Failures
ECC3-4-1
ECC3-4-2 SC-HyFRC-4-2HyFRC-4-2
SC-HyFRC-4-1HyFRC-4-1
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Rebar fyAs + ECC stress block
Tension Stiffening ExperimentsECC Dogbones – Preliminary Data
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Average strength of plain HyFRC dogbones ~3-4 kips
Tension Stiffening ExperimentsHyFRC and SC-HyFRC Dogbones
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• Develop modeling approaches with experimental data (additional tension/compression experiments needed)
• Validate modeling on new reinforced beam and column tests, and recent and upcoming bridge pier experiments
• Longer-term: Bond/pull-out testing for bond-slip characterization
Future WorkExperiments and Model Development
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Plate Beam
ECCECC
Material Characterization for ModelingCan simple material testing be used to predict performance in reinforced components?
12”
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PlatePlate Inverse analysis of flexural response
to estimate uniaxial tensile data
ECCECC
Material Characterization for ModelingCan simple material testing be used to predict performance in reinforced components?
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Conclusions
1. Lower transverse steel ratios are possible with SC-HyFRC
2. No damage localization in compression with SC-HyFRC
3. Large-scale tensile dogbones loaded in curve of dogbone provide robust results
4. In tension, reinforced HPFRC materials can reach higher strains before forming a dominant failure crack than when they are unreinforced
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Acknowledgements
Pacific Earthquake Engineering Research Center
Graduate Researchers Gabe Jen, Will Trono & Daniel Moreno
Headed Reinforcement Corporation