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/

23

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