Bridge Preservation with ECC · Bridge Preservation with ECC ... AASHTO T259 Salt ponding test on...
Transcript of Bridge Preservation with ECC · Bridge Preservation with ECC ... AASHTO T259 Salt ponding test on...
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Bridge Preservation with ECC
2010 Midwest Bridge Preservation Partnership
Annual Meeting, Detroit, MI
Oct. 12-14th 2010
Victor C. LiUniversity of Michigan, Ann Arbor
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“Bendable” Concrete
(ECC)
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Application as a Bridge Deck Link-slab
Temperature
ShrinkingTemperature
LengtheningTemperature
Shrinking
Temperature
LengtheningRUST
Bridge DeckExpansion Joint
ShrinkingLengtheningRUST
Steel Bridge Beams
Bridge Support Pier
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Conventional Expansion Joint Design
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ECC Link-slab Concept
Temperature
ShrinkingTemperature
LengtheningTemperature
Shrinking
Temperature
Lengthening
Bridge DeckECC Link Slab
Steel Bridge Beams
Bridge Support Pier
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ECC Bridge Deck Link-Slab
ECC link slab
Michigan Department of Transportation
Bridges and Structures Department
Bridge-deck Link Slab Retrofit,
Ypsilanti, Michigan, 2005
ECC link slab
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Maxim
um Crack W
idth (µm)
Application in Patch Repair
Curtis Road, Ann Arbor, MI
Maxim
um Crack W
idth (
(re-repaired in 2005)
Sept, 2002
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Application as jointless overlay in
Composite Bridge Deck
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Mihara Bridge in Hokkaido
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Crack Width Control Under Drying
Shrinkage
800
1000
1200
Concrete
ECC
w = ε sh L
(µm
)
Weimann and Li, 20038
0
200
400
600
0 200 400 600 800 1000 1200Specimen Length L (mm)
w = ( ε sh - ε cp )L
Specimen Length L (mm)
Cra
ck W
idth
w(
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Effective Chloride Diffusion Coefficient
of Pre-cracked Specimens
The image part with relationship ID rId3 was not found in the file.
200
250
Effective Diffusion Coefficient
) Mortar
AASHTO T259 Salt ponding test on preloaded beams
3% NaCl Solution
Mortar
ECC (M45)
0
50
100
150
0.0 0.5 1.0 1.5 2.0
Effective Diffusion Coefficient
(m2/s_10-12) Mortar
Preload Deformation (mm)
Mortar
ECC
ECC
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Corrosion Test
0.010
Corrosion Rate (mm/year)
Location of Large
Precrack
Plate Steel barBolt
R/C R/ECC
28-day chloride accelerated environment:
Wet (saltwater shower 90%RH - 2d)
Dry (60%RH - 5d)
10
5 10 15 20 25 30 35
Steel Location (cm)
0.005
0.000
Corrosion Rate (mm/year)
5 10 15 20 25 30 35
Steel Location (cm)
After Hiraishi et al, 2005
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Self-healing Process
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Potential Use of ECC for Bridge
Preservation
• Patch repair
• Bridge deck link slab• Bridge deck link slab
• Bridge deck overlay
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Potential Use as Bridge Deck Overlays
Delamination
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Reflective cracking
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Preliminary Overlay Tests
5 ft 3 in
4 in
2 in4 in
Ambient condition: 20-30℃, and 25-55% RH
HES-Concrete
19.3 ×10-3 in
HES-SFRC
HES-Concrete
1.18 ×10-3 in
Substrate -Concrete
HES-SFRC
12.2 ×10-3 in
14
11.0 ×10-3 in
HES-ECC 0.39~2.36×10-3 in
3 in
HES-ECC1.97 ×10-3 in
Substrate -Concrete
Substrate -Concrete
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Prevention of Reflective Cracking in ECC Under Fatigue
Loading
HES-Concrete
HES-ECC
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Summary & Conclusions
• ECC is designed to attain high tensile ductility with tight self-controlled crack width.
• Damage tolerance retains load carrying capacity despite microcracking.
• Tight crack-width maintains good transport properties and durability under typical exposure conditions.
• Damage tolerance, durability and self-healing characteristics allow ECC to • Damage tolerance, durability and self-healing characteristics allow ECC to approach crack-free conditions ideal for reducing structural maintenance frequency and cost.
• ECC has emerged in a number of full scale applications.
• ECC is potentially a good fit with bridge preservation. For overlay, ECC can minimize surface cracking and delamination, and eliminate reflective cracking.
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Precast Construction for Highway
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Coupling Beam
Floor slabReinforcement
of core wall
structure
Highway for Life ?
Precast ECC element
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Link Slab Sustainability Indicators
Bridge Deck Life Cycle
Construction Related Traffic Congestion
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TP Energy
Gig
ajo
ule
s
GWP
Metr
ic T
onnes C
O2
Equiv
ale
nt
Keoleian et al, 2006
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Engineered Cementitious Composites
(ECC)
• A type of High Performance Fiber Reinforced Cementitious
Composite (HPFRCC)
• Mix Design
• Design Approach
– Micromechanics based; Synergistic interactions between ingredients of fiber,
matrix and fiber/matrix interface
– No exotic ingredients; control ingredient chemical composition, geometric
size and proportion holistically
– Designed to use common construction equipment
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Compressive Properties
20
30
40
50
60
70
80
Co
mp
ressiv
e S
tre
ng
th (
MP
a)
1 10 1000
10
20
Co
mp
ressiv
e S
tre
ng
th (
MP
a)
Age (day)
• Similar to normal-high strength concrete
• Slightly higher compressive strain capacity
(~50% increase over normal concrete)
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Tensile Behavior
• High ductility (>300 times that of normal concrete)
• Damage tolerant (load capacity maintained after microcracking)
• Tight crack width (~50-80 µm)
6 1 00
wss~ 60 µm
22
20 mm
Damage0 1 2 3 40
1
2
3
4
5
Cra
ck W
idth
(µ
m)
S tre s s
Te
nsile
Str
ess (
MP
a)
S tra in (% )
0
2 0
4 0
6 0
8 0
C ra ck W id th
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41-story Nabeaure Yokohama Tower
ECC Coupling ECC Coupling ECC Coupling ECC Coupling beambeambeambeam
RC core wallRC core wallRC core wallRC core wall
http://www.tower41.jp/
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External frameExternal frameExternal frameExternal frame
Coupling Beam
Floor slabReinforcement
of core wall
structure
Designed by Mitsubishi Jisho Sekkei Inc. & Kajima Corp.; Constructed by Kajima Corp.
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Abrasion and Wear Testing• Michigan Department of Transportation Testing Method (MTM-111)
• Simulate aggregate and
pavement wearing
• AWI determination
– Initial peak frictional value
(lbf) between wheel and
pavement surface is measured
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Pavement Friction Tester
Wear Track
– Pavement subjected to 4
million tire passes
– Final peak frictional value (lbf)
is Aggregate Wear Index
(AWI)
• Minimum AWI value for main
trunkline in Michigan is 260
lbf
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Durability
Corrosion and Spall Resistance
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ECC after 350 hrs
accelerated corrosion
Mortar after 95 hrs
accelerated corrosion
Microcrack
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Self-Healing
Under water permeation
3 mm 3 mm
Before After
Under chloride exposure
Under wet/dry cycles
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Durability under F-T Cycles in Presence of
De-icing SaltMortar-1 (no FA)
Mortar-2 (w/FA)
ECC-1 (FA/C=1.2)
ECC-2 (FA/C=2.2)
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ASTM C 672
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Repair/Substrate Interface Delamination
HES-Concrete
HES-SFRC
Dela
min
ation x
10
-3in
ch
HES-Concrete
1.18 ×10-3 in
Substrate -Concrete
HES-SFRC
12.2 ×10-3 in
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HES-ECCDela
min
ation x
10
Distance from specimen’s end (inch)
12.2 ×10 in
HES-ECC1.97 ×10-3 in
Substrate -Concrete
Substrate -Concrete