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Use of Ultra-High Performance Concrete in G h i l d S b A li iGeotechnical and Substructure Applications
PI: Muhannad SuleimanCo-PI: Sri Sritharan
Graduate Research Assistant: Thomas L Vande VoortGraduate Research Assistant: Thomas L. Vande Voort
January 13, 2009
IIOWAOWA SSTATETATE UUNIVERSITYNIVERSITYIIOWAOWA SSTATETATE UUNIVERSITYNIVERSITY
Research FundingSeed funding received from IHRB for a high-risk, high-reward project that can lead to substantive advancements in highway transportation
2
Objectives
Demonstrate the potential use of UHPC in geotechnical applications
Evaluate the behavior of UHPC piles usingEvaluate the behavior of UHPC piles using large-scale tests and analytical procedures
MotivationG d Ch ll i d b AASHTO 2005Grand Challenges issued by AASHTO 2005:
Extending service life of bridges to 75 years with minimal maintenancemaintenance
Optimizing structural systems using new materials
Piles made of conventional materials have suffered damage
Why UHPC?Property UHPC HPC Normal ConcreteProperty UHPC HPC Normal Concrete
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
ncre
te
ncre
te
ncre
te
ncre
te
ncre
te
0 6
0.8
1
elat
ive
to
ncre
te
HPC PC PC
UH
PC
PC
HPC
HP
C HP
C
HP
C
Nor
mal
Co n
Nor
mal
Con
Nor
mal
Con
Nor
mal
Con
Nor
mal
Con
0.2
0.4
0.6
aram
eter
Re
Nor
mal
Con
UH
UH UH
UHH
0Chloride Ion
Penetration DepthOxygen Permeabilty Water Absorption Carbonation Depth (3
years)Reinforcement Corrosion Rate
P
T kTasksConduct a literature review on the use of UHPC in super and anyConduct a literature review on the use of UHPC in super- and any sub-structural systems related to transportation structures in the United 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
Perform large scale vertical and lateral load tests on UHPC pilesPerform large-scale vertical and lateral load tests on UHPC piles
Pile Section Shapes Considered
Simple H-Shape X-Shape Tapered H-Shape
Final Section Properties
Parameter Steel HP 10 x 57 UHPC Tapered H-Shape
Area 16.8 in2 56.8 in2
Weight/ft 57.2 lb 61.1 lbWeight/ft 57.2 lb 61.1 lb
Moment of Inertia 294 in4 795 in4
Stiffness Term (E·I) 8.53×106 kip·in2 6.36×106 kip·in2
Constructionb
Cells
Laboratory Testing
Top Tilt Gauge
Cells
Curvature φ (mm-1)
Gauge
0.00000 0.00002 0.00004 0.00006 0.00008 0.00010
80
100
700
800
900
1000
Curvature, φ (mm )
kip) Calculated Response
String Deflection Gauges
40
60
300
400
500
600
Mom
ent,
M (k
N·m
)
Mom
ent,
M (i
n·k Lab Test Measured Data
gDCDTs
0
20
0
100
200
0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030Curvature, φ (in-1)
Field Investigation: US63 Oskaloosa, IA
Site Soil ProfileFriction Ratio, Fr (%)Friction, fs (ton/ft2)Tip Resistance, qc (ton/ft2) Undrained Shear Strength, su (psi)Soil ClassificationSPT Blow Count (blows/ft)
0% 5% 10% 15%
Friction Ratio, Fr (%)
0 2 4 6 8
Friction, fs (ton/ft )0 500 1000
Tip Resistance, qc (ton/ft )
000 20 40 60 80 100
Undrained Shear Strength, su (psi)
20 30 40 50 60
Friction Angle, φClay
0
5
Soil Classification
Sensitive
0
5
0 50 100
SPT Blow Count (blows/ft)
2
4Clay
10
Sensitive Fine
Grained
10
6 Dep
th (m
)
15
20
Sand
Sandy Silt to Clayey
Silt
15
20Dept
h (ft
)
825
30Sandy Silt to Cl Silt Very
Sand to Silty Sand
25
30
0 200 400 600Friction, fs (kPa)
0 50000Tip Resistance, qc (kPa)
0 200 400 600
10
36
Undrained Shear Strength, su (kPa)
Clay 35
Clayey Silt
Gravelly Sand to Sand
Very Stif f Fine
Grained35
Field Testing Plan
Reaction Beam
Reaction Pile Reaction Pile
Reaction Beam
6.5 ft 6.5 ft5.0 ft
Unit UHPC 1 Steel Pile
4.0 ft
Reaction Pile Reaction Pile
Unit UHPC 2
Driving of UHPC and Steel Piles
Hammer
PileLeads
PDA Accelerometer
PDA Strain Gauge
Driving LogsC Bl
0
1
Cum Blows
0 50 100 150 200 250 3000
Blows/0.3m of Steel HP 10x57
h (m
)
1
2
3
4 h (ft
)
5
10
Blows/0.3m of Steel HP 10x57 Blows/0.3 m of UHPC 1Cum blows for steel HP 10x57Cum blows for UHPC 1
etra
tion
Dep
th 4
5
6
7 netra
tion
Dep
t
15
20
Pen
7
8
9
10
Pen
25
30
Blows/ ft
0 5 10 15 20 25
10
11 35
Driving
Vertical Load Tests
Load-Displacement RelationshipLoad (kN)
0 200 400 600 800 1000 1200 1400 1600 18000 0.0
0 1
Load (kN)
0 200 400 600 800 1000 1200 1400 1600 18000 0.0
0 1Davi
men
t (m
m)
4
8
emen
t (in
.)
0.1
0.2
0.3
0 4Davisson
Extrapolation
men
t (m
m)
4
8
men
t (in
.)
0.1
0.2
0.3
0 4
Davisson Failure Crit
avisson Pile Capacity = 198 Kips
Dis
plac
em
12
16
Dis
plac
e0.4
0.5
0.6
0 7
son Failure Criterion Dis
plac
em
12
16
Dis
plac
e0.4
0.5
0.6
0 7
e Criterionps
20
Load (Kips)
0 50 100 150 200 250 300 350 400
0.7Davisson Pile Capacity = 369 Kips
20
Load (Kips)
0 50 100 150 200 250 300 350 400
0.7
UHPC Steel Pile
Load Transfer
Vertical Load (kN)
0 200 400 600 800 1000-1
0 0 183.7
Load (kN)
0
1
2
3
0
5
10
207.8234.4261.7292.0313.7345.2
Dep
th (m
)
4
5
6
Dep
th (f
t)
15
20
369.5396.6425.7451.3477.3502.7
Ground Surface
7
8
9
10
25
30
529.2554.8616.6700.3790.0876.710
Vertical Load (Kips)
0 20 40 60 80 100 120 140 160 180 200 220
876.7
Lateral Load Test
UHPC Pile Lateral Load-DisplacementLateral Displacement (in )
100
110
Lateral Displacement (in.)
0 1 2 3 4 5 6 7 8 9
22
24
(kN
)
70
80
90
Kips
)
16
18
20
22
Bundle of wiresShear cracks
Late
ral L
oad
(
40
50
60
ater
al L
oad
(K
8
10
12
14 (a)
L
10
20
30
La2
4
6
8
UHPC 1UHPC 2
Bundle of wires
Lateral Displacement (mm)
0 50 100 150 200 2500 0
(b)
UHPC Pile Lateral Load-DisplacementSt i ( )Strain (με)
0 200 400 600 800 1000-1
Ground Surface012
0
4
8
Ground Surface
epth
(m) 3
45 ep
th (f
t)
8
12
16
15.9 kN27.9 kN40 7 kND
e
678
D
20
24
40.7 kN55.9 kN68.8 kN77.8 kN8
910
28
32
92.7 kN101.2 kN
Questions