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Use of Ultra-High Performance Concrete in

eotec n ca an u structure pp cat ons

PI: Muhannad Suleiman

Co-PI: Sri Sritharan .

January 13, 2009

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Research Funding

Seed funding received from IHRB for a high-risk, high-reward project that can lead to

substantive advancements in highway

transportation

2

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Objectives

Demonstrate the potential use of UHPC in

geotechnical applications

large-scale tests and analytical procedures

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Motivation

ran a enges ssue y :

Extending service life of bridges to 75 years with minimal

Optimizing structural systems using new materials

Piles made of conventional materials have suffered

damage

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Why UHPC?

Compressive Strength 26-30 ksi 12-18 ksi 4-8 ksi

Tensile Strength 1.7 ksi 0.8-0.9 ksi 0.3-0.7 ksi

Elastic Modulus 8000 ksi 4800-6400 ksi 3600-5100 ksi

Durability Up to 400x lower Up to 700x lower

HPC

crete

crete

crete

crete

crete

0.8

1

lativeto

crete

PC

PC

PC

UHPC

PC

HPC

PC H

PC

HPC

NormalCo

NormalCo

NormalCo

NormalCo

NormalCo

0.2

0.4

.

arameterR

NormalCo

UUH

UH

UH

0

Chloride IonPenetration Depth

Oxygen Permeabilty Water Absorption Carbonation Depth (3years)

ReinforcementCorrosion Rate

P

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Tas s

-

sub-structural systems related to transportation structures in theUnited States and abroad

Design of UHPC pile section

Conduct comparative driveability study for UHPC and other piles Conduct laboratory tests on UHPC pile elements

Conduct dynamic tests (PDA/CAPWAP) on UHPC and steel piles

-

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Pile Section Shapes Considered

Simple H-Shape X-Shape Tapered H-Shape

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Final Section Properties

Parameter Steel HP 10 x 57 UHPC Tapered H-Shape

Area 16.8 in2 56.8 in2

Wei ht ft 57.2 lb 61.1 lb

Moment of Inertia 294 in4 795 in4

Stiffness Term (EI) 8.53106 kipin2 6.36106 kipin2

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Constructionb

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Laboratory Testing

Top Tilt

-10.00000 0.00002 0.00004 0.00006 0.00008 0.00010

80

100

700

800

900

1000

,

ip)

Calculated Response

String

Deflection

Gau es

40

60

300

400

500

600

Moment,M(

kNm)

Moment,M(i

n Lab Test Measured Data

DCDTs

0

20

0

100

200

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030

Curvature, (in-1)

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Field Investigation: US63 Oskaloosa, IA

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Site Soil ProfileFriction Ratio F %Friction f ton/ft2Ti Resistance ton/ft2 Undrained Shear Stren th s siSoil ClassificationSPT Blow Count blows/ft

0% 5% 10% 15%

0 2 4 6 8

0 500 1000

00

0 20 40 60 80 100

20 30 40 50 60

Friction Angle, Clay

0

5

0

5

0 50 100

2

4Clay

10

Fine

Grained

10

6 Depth(m)

15

20

Sand

Sandy Siltto Clayey

Silt

15

20Depth(ft)

8

25

30

Sandy Silt to

Sand toSilty Sand

25

30

0 200 400 600

Friction, fs (kPa)

0 50000

Tip Resistance, qc (kPa)

0 200 400 600

10

36

Undrained Shear Strength, su (kPa)

Clay 35

ayey t

Gravelly Sandto Sand

StiffFine

Grained35

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Field Testing Plan

Reaction Pile Reaction Pile

6.5 ft 6.5 ft5.0 ft

Unit UHPC 1 Steel Pile

4.0 ft

Reaction Pile Reaction Pile

Unit UHPC 2

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Driving of UHPC and Steel Piles

Hammer

PileLeads

PDA Accelerometer

PDA Strain Gauge

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Driving Logs

0

um ows

0 50 100 150 200 250 3000

h(m

)

2

3

h(ft)

5

10

.

Blows/0.3 m of UHPC 1

Cum blows for steel HP 10x57

Cum blows for UHPC 1

etrationDept

5

6

etrationDept

15

20

Pe

n

8

9

Pe25

30

Blows/ ft

0 5 10 15 20 25

1135

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Driving

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Vertical Load Tests

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Load-Displacement Relationship

Load (kN)

0 200 400 600 800 10001200 14001600 18000 0.0

Load (kN)

0 200 400 600 800 10001200 14001600 18000 0.0

D

ent(mm)

4

8ment(in.)

.

0.2

0.3Davis

Extrapolation

men

t(mm)

4

8men

t(in.)

.

0.2

0.3Davis

sonFailure

ssonPileCapacity=198Ki

Displace

12

16

Displac

.

0.5

0.6

nFailureCriterionDisplace

12

16

Displace.

0.5

0.6

rterion

20

Load (Kips)

0 50 100 150 200 250 300 350 400

.

Davisson Pile Capacity = 369 Kips20

Load (Kips)

0 50 100 150 200 250 300 350 400

.

UHPC Steel Pile

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Load Transfer

Vertical Load (kN)

0 200 400 600 800 1000-1

183.7

Load (kN)

1

2

3

5

10

207.8

234.4

261.7

292.0

313.7345.2

Depth(m)

4

5

6Depth(ft)

15

20

369.5

396.6

425.7

451.3

477.3

502.7

Ground Surface

7

8

9

25

30

529.2554.8

616.6

700.3

790.0

10

Vertical Load (Kips)

0 20 40 60 80 100 120 140 160 180 200 220

.

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Lateral Load Test

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UHPC Pile Lateral Load-Displacement

100

110

.

0 1 2 3 4 5 6 7 8 9

24

kN)

70

80

90

ips

)

16

18

20

Bundle of wiresShear cracks

ateralLoad(

40

50

60

ateralLoad(

10

12

14(a)

10

20

30L

2

4

6

UHPC 1

UHPC 2Bundle of wires

Lateral Displacement (mm)

0 50 100 150 200 250

0 0(b)

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UHPC Pile Lateral Load-Displacement

tra n )

0 200 400 600 800 1000-1

0

1

2

0

4

pth(m) 3

4

5 epth(ft)12

16

15.9 kN

27.9 kN

D 6

7

8

D20

24

.

55.9 kN

68.8 kN

77.8 kN

9

10

28

32

92.7 kN

101.2 kN

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Questions