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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
“Bendable” Concrete
(ECC)
2
Application as a Bridge Deck Link-slab
Temperature
ShrinkingTemperature
LengtheningTemperature
Shrinking
Temperature
LengtheningRUST
Bridge DeckExpansion Joint
ShrinkingLengtheningRUST
Steel Bridge Beams
Bridge Support Pier
3
Conventional Expansion Joint Design
ECC Link-slab Concept
Temperature
ShrinkingTemperature
LengtheningTemperature
Shrinking
Temperature
Lengthening
Bridge DeckECC Link Slab
Steel Bridge Beams
Bridge Support Pier
4
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
5
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
6
Application as jointless overlay in
Composite Bridge Deck
7
Mihara Bridge in Hokkaido
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(
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
9
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
Self-healing Process
11
Potential Use of ECC for Bridge
Preservation
• Patch repair
• Bridge deck link slab• Bridge deck link slab
• Bridge deck overlay
12
Potential Use as Bridge Deck Overlays
Delamination
13
Reflective cracking
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
Prevention of Reflective Cracking in ECC Under Fatigue
Loading
HES-Concrete
HES-ECC
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.
16
17
Precast Construction for Highway
18
Coupling Beam
Floor slabReinforcement
of core wall
structure
Highway for Life ?
Precast ECC element
Link Slab Sustainability Indicators
Bridge Deck Life Cycle
Construction Related Traffic Congestion
19
TP Energy
Gig
ajo
ule
s
GWP
Metr
ic T
onnes C
O2
Equiv
ale
nt
Keoleian et al, 2006
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
20
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)
21
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
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.
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
24
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
Durability
Corrosion and Spall Resistance
25
ECC after 350 hrs
accelerated corrosion
Mortar after 95 hrs
accelerated corrosion
Microcrack
Self-Healing
Under water permeation
3 mm 3 mm
Before After
Under chloride exposure
Under wet/dry cycles
26
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)
27
ASTM C 672
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
28
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