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Behavior and Strength of Ultra-High Performance Concrete in Shear
Paolo CalviDanielle Voytko
ABC-UTC Research SeminarJuly 30th, 2021
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Project Contextualization2
(a) UHPC Bridge Girder
v
(b) UHPC Panel in biaxial stress
conditions
v
(c) UW Panel Element Tester(a) RC bridge girder (b) RC Panel in biaxial stress conditions
(c) Panel Element Tester
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Project Contextualization3
๐๐ = ๐๐ + ๐๐ + ๐๐
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Project Contextualization4
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Project Contextualization5
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
6
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
7
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Introduction
> University of Oklahoma (OU)
โ UHPC mix design
โ Material tests
> University of Washington (UW)
โ Pure shear tests
โ Material tests
> Florida International University (FIU)
โ Material tests
> Iowa State University
โ Material tests
> University of Nevada-Reno
โ Performance of joints between panels
Collaboration
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Introduction
> University of Oklahoma (OU)
โ UHPC mix design
โ Material tests
> University of Washington (UW)
โ Pure shear tests
โ Material tests
> Florida International University (FIU)
โ Material tests
> Iowa State University
โ Material tests
> University of Nevada-Reno
โ Performance of joints between panels
Collaboration
9
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Introduction
> Cementitious material
โ Cement
โ Slag
โ Silica fume
โ Ground quartz
โ Flay ash
> Aggregate
โ Fine sand
> Water
โ Water-to-cement ratio: 0.17 to 0.25
> Fiber reinforcement
โ Typically steel
โ Standard 2% by volume
โ Length: 6 to 60 mm
โ Aspect ratio (L/D): 20 to 100
> Admixtures
โ High range water reducer
โ Retarder
Ultra-High Performance Concrete (UHPC) Composition
10
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Introduction
Steel Fibers
Spajic Machines- Steel Fibers
11
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Introduction
Steel Fibers
Spajic Machines- Steel Fibers
12
13 mm long0.2 mm diameter
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Introduction
UHPC
www-personal.umich.edu/~eltawil/uhpc
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Introduction
UHPC Properties
14
UHPC and Conventional Concrete Comparison
MaterialCompressive
Strength (psi)
Flexural
Strength (psi)
Tensile
Strength (psi)
Conventional Concrete 3,000-6,000 400-700 300-700
UHPC18,000-35,000
(up to 50,000)2200-3600 900-1500
MPa = psi/145
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
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Previous Work
> Federal Highway Administration (FHWA)
โ Ben Graybeal
> Proprietary mixes with 2% fiber content
> Compressive strength: 17 to 29 ksi
> Modulus of elasticity: ๐ธ๐ = 46200 ๐โฒ๐ ๐๐ ๐
> Tensile strength: ๐๐ก = 6.7 ๐โฒ๐ ๐ข๐๐ก๐๐๐๐ก๐๐ (psi)
๐๐ก = 8.2 ๐โฒ๐ ๐ ๐ก๐๐๐ ๐๐ข๐๐๐ (๐๐ ๐)
Material Properties
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
17
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Research Motivation
> Rehabilitation
โ Strengthening of an existing steel girder using UHPC encasement
Industry Applications
18
Graybeal, Benjamin A., et al. โProperties and Behavior of UHPC-Class Materials.โ FHWA, 2018.
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Research Motivation
> Girders
โ Comparison of typical prestressed bridge girders composed of conventional concrete and UHPC
Industry Applications (cont.)
19
Graybeal, Benjamin A., et al. โProperties and Behavior of UHPC-Class Materials.โ FHWA, 2018.
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Research Motivation
> Connections
โ Bridge deck
โ Pier cap
Industry Applications (cont.)
20
Graybeal, Benjamin A., et al. โProperties and Behavior of UHPC-Class Materials.โ FHWA, 2018.
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
21
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Experimental Program
> Evaluate the shear strength of UHPC.
> Determine the effect of fiber content on the behavior of UHPC by varying the percentage of fibers in UHPC batches.
> Determine the effect of material sourcing on the behavior of UHPC.
Research Objectives
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Experimental Program
Testing Plan
23
University of Washington Testing Plan
Test Dimension (in) Test Day Reference
Compression Cylinder 4x8 3 @ 3, 60 ASTM C39
Modulus of Elasticity 4x8 3 @ 60 ASTM C469
Direct Tension 3.5x2x12 3 @ 60
Flexural Beam 3x3x11 3 @ 60 ASTM C78
Pure Shear 35x35x2.75 1 @ 60
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Experimental Program
University of Oklahoma Mix Design
24
University of Oklahoma Mix Design
Material Per yd3 Unit Supplier
Type 1 Cement 1179.6 lb Ash Grove (Chanute, KS)
Slag 589.8 lb Holcim (Chicago, IL)
Silica Fume 196.6 lb Norchem (Beverly, OH)
Fine Masonry Sand 1966 lb Metro Materials (Norman, OK)
Steel Fibers (Dramix OL 13/0.2) 255.2 lb Bekaert
Superplasticizer (Glenium 7920) 15.77 oz/cwt BASF
Water 0.2 w/cm
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Experimental Program
University of Washington Mix Design
25
University of Washington Mix Design
Material Per yd3 Unit Supplier
Type 1 Cement 1179.6 lb Salmon Bay Sand & Gravel (Seattle, WA)
Slag 589.8 lb Lafarge (Seattle, WA)
Silica Fume 196.6 lb Salmon Bay Sand & Gravel (Seattle, WA)
Fine Masonry Sand 1966 lb Salmon Bay Sand & Gravel (Seattle, WA)
Steel Fibers (Dramix OL 13/0.2) 255.2 lb Bekaert
Superplasticizer (Glenium 7920) 20.7 oz/cwt BASF
Retarder (Daratard-40) 5.66 oz/cwt Grace Construction Products
Water 0.2 w/cm *Including admixture water
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Experimental Program
Specimen Plan
26
University of Washington Specimen Plan
Test Series Batch Name Fiber Content (%) Material Source
0UW2A 2 UW
UW2B 2 UW
1
UW2C 2 UW
UW2D 2 UW
UW2E 2 UW
2 UW1 1 UW
3 OU2 2 OU
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Experimental Program
> UW Panel Element Tester
Pure Shear
27
6 ft
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Experimental Program
> UW Panel Element Tester
Pure Shear (cont.)
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Experimental Program
> Panel specimen (3โ x 3โ x 2.75โ)
Pure Shear (cont.)
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Experimental Program
> Panel specimen (3โ x 3โ x 2.75โ)
Pure Shear (cont.)
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Experimental Program
> Instrumentation
Pure Shear (cont.)
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
32
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Experimental Results
Summary of Results
33
UHPC Strength Results
Batch Compression (psi) EMod (ksi) Tension (psi) Flexure (psi) Shear (psi)
UW2A N/A N/A N/A N/A N/A
UW2B 124 5,279 656 2495 1,063
UW2C 18,710 N/A N/A N/A 1,289
UW2D 20,160 5,744 1,194 2,857 1,414
UW2E 19,435 5,686 709 2,437 1,437
UW1 19,290 5,308 676 1,871 1,070
OU2 19,300 6,106 969 2,640 1,347
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Experimental Results
Pure Shear Test Results (UW2E)
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Experimental Results
Pure Shear Test Results (UW2E)
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Experimental Results
Pure Shear Test Results (UW2E)
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Experimental Results
Pure Shear Test Results
37
0 0.05 0.1 0.15 0.2 0.25
Shea
r St
ress
(p
si)
Crack Width (in)
Shea
r St
ress
(p
si)
Crack Slip (in)
Shea
r St
ress
(p
si)
Cra
ck W
idth
(in
)
Crack Slip (in)
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Experimental Results
Summary of Results based on Test Series
38
UHPC Strength Results
Test Series Compression (psi) EMod (ksi) Tension (psi) Flexure (psi) Shear (psi)
1 19,435 5,715 951 2,654 1,381
2 19,290 5,308 676 1,871 1,070
3 19,300 6,106 969 2,640 1,347
> Test Series 1: UW2C, UW2D, UW2E
> Test Series 2: UW1
> Test Series 3: OU2
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Experimental Results
Material Test Results based on Fiber Content
39
1% vs. 2% FiberCompressive Strength and Modulus of Elasticity: no differenceTensile and Flexural Strength: 30% reduction
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Experimental Results
Pure Shear Test Results based on Fiber Content
40
1% vs. 2% FiberShear Stress: 20% reductionCrack Width and Crack Slip: larger
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
41
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Comparison of Results
Summary of Results
42
Naming Convention
Batch Days Fiber (%)Student
ResearcherInstitution
Material
Sourcing
UW 60 1, 2 Voytko UW UW
OU 60 2 Voytko UW OU
C-OU 28 0, 1, 2, 4, 6 Campos OU OU
D-OU 28 0, 1, 2, 4, 6 Dyachkova OU OU
D-FIU 28 0, 1, 2, 4, 6 Dyachkova OU FIU
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Comparison of Results
Compression
43
โข Compressive strength increases as fiber content increasesโข D-OU does not show a big increase from 0 to 6% fibers
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Comparison of Results
Modulus of Elasticity
44
๐ธ๐ = 46200 ๐โฒ๐ (๐๐ ๐)
โข Modulus of elasticity constant slightly increases as fiber content increases
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Comparison of Results
Direct Tension
45
๐๐ก = 6.7 ๐โฒ๐ ๐ข๐๐ก๐๐๐๐ก๐๐ (psi)
๐๐ก = 8.2 ๐โฒ๐ ๐ ๐ก๐๐๐ ๐๐ข๐๐๐ (๐๐ ๐)
โข Tensile strength constant increases as fiber content increasesโข C-OU constant decreased from 4 to 6% fibers
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Comparison of Results
Flexural Beam
46
โข Flexural strength increases as fiber content increasesโข D-OU strength decreased from 4 to 6% fibersโข Flexural Strength less scattered than Tensile strength
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Comparison of Results
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Comparison of Results
Tensile Strength (Direct Tension vs. Flexural Beam)
UHPC Tensile Strength Results
Batch Fibers (%) ๐๐ก๐ (psi) ๐๐ก๐ (psi)
UW2D 2 1,194 831
UW2E 2 709 880
OU2 2 969 811
2% Average 957 840
2% Standard Deviation 199 29
UW1 1 676 624
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Comparison of Results
Pure Shear vs. Tensile Strength (Flexural Beam Test)
49
UW1
OU2
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
50
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Conclusions
> Fiber Content
โ Fiber content had little effect on compressive strength and modulus of elasticity.
โ Fiber content had large effect on tensile strength, flexural strength, and shear strength.
> Mixing procedure
โ UHPC was extremely sensitive to mixing procedure.
โ Mixing UHPC requires significantly more energy than conventional concrete.
โ A high energy mixer would yield more consistent results.
Conclusions
51
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Conclusions
UHPC Shear Estimation
52
UHPC Proposed Equation
Shear Strength ๐ฃ = 46 ๐๐ก (๐๐ ๐)
๐ฃ = ๐ โ๐๐๐ ๐ ๐ก๐๐๐๐๐กโ
๐๐ก = ๐ก๐๐๐ ๐๐๐ ๐ ๐ก๐๐๐๐๐กโ
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
53
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Recommendations for Future Work
> Build on the work completed by Floyd, Azizinamini, Graybeal, and others
> Test UHPC specimens with varying fiber content
โ Percentage, shape, size, material
> Optimize UHPC mix design
โ Fibers, admixture
> Cost-benefit analysis of UHPC in industry
> Investigate ductility of UHPC
> Conduct more pure shear tests on UHPC to create a database of results
> Model shear response of UHPC with available software (such as Vectr)
Recommendations
54
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Overview
> Introduction
> Previous Work
> Research Motivation
> Experimental Program
> Experimental Results
> Comparison of Results
> Conclusions
> Recommendations for Future Work
> Acknowledgements
55
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Acknowledgements
> Funding and Collaboration
โ Accelerated Bridge Construction (ABC-UTC) at Florida International University
โ University of Oklahoma
> PIโs
โ John Stanton
โ Paolo Calvi
> Undergraduate assistants
โ Ben Terry, Rueben Madewell, and Clayton Black
Thank You
56