tencate tm mirafi ® geosynthetics bruce a lacina, p.e. roadway reinforcement technical manager
TRANSCRIPT
TenCateTM Mirafi® Geosynthetics
Bruce A Lacina, P.E.Roadway Reinforcement
Technical Manager
2 | TenCate Road Show
TenCateTM is a 300+ year old company and the global leader in geosynthetics. We develop and produce materials that increase performance, reduce costs and enable people to achieve what was once unachievable. Our goal is to contribute significantly to progress in the industries in which we work.
TenCateTM Geosynthetics make the difference.
GeosyntheticsIndustrial FabricsSynthetic Grass
Protective & Outdoor FabricsAerospace CompositesArmor Composites
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Mirafi® RSi-Series Woven GeotextilesThe 1st Integrated Geosynthetic for Base Reinforcement and Subgrade
Stabilization
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Mirafi® RSi-Series Woven Geotextiles
Integration (hence the “i”) of 4 Key Properties for Base Reinforcement and Subgrade Stabilization
- High Modulus especially in CMD
- High Water Flow/Permittivity
- Separation (US sieve #40)
- High Interaction Coefficient (Confinement)
- Plus added benefit of Product Identification
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Project Case Study:Mirafi® RS580i – Ankeny Centennial High School Access Road
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H₂Ri
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Patented 4DG Yarn in H₂Ri
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Mirafi® H₂Ri
Integration of 5 Key Properties for Base Reinforcement and Subgrade Stabilization Plus Wicking Capability
- High Tensile Modulus (stiffness) especially in CMD
- High Water Flow/Permittivity
- Excellent Separation
- High Interaction Coefficient (Confinement)
- Plus added benefit of Product Identification
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Product Identification
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Contact your TenCateTM representative:800-685-9990 or www.mirafi.com
Questions about Mirafi® Geosynthetics?
2013 MID-CONTINENT TRANSPORTATION RESEARCH SYMPOSIUM
Kansas State University
Invest igat ion of Bearing Capacity of Geotext i le-Reinforced Paved Roads
Milad SaghebfarBruce Lacina
Mustaque Hossain
Background
Test sections
Instrument installation
Monitoring
Conclusions
Outline
Rutting Under Wheel Loading
Department of Civil Engineering and the Kansas Department of Transportation (KDOT) developed the APT facility at 1997.
The 18 th full-scale pavement test is now being completed
Kansas State University Accelerated Pavement Testing (APT) Facility
Test sections
Section E Section F Section G Section H
Geosynthetics None RS380i RS580i RS580i
Base12”
crushed stone
12” crushed stone
10” crushed
stone
12” crushed
stone
Hot-Mix-Asphalt
6” SR-12.5A
6” SR-12.5A
4” SR-12.5A
6” SR-12.5A
*SR-12.5A- 12.5-mm Superpave mixture with RAP
Test Section Layout
↑N
Middle Pit
10’ 10’
16’Section E Section F
10’ 10’
16’Section G Section HSouth Pit
Test Sections
Section E Section F Section G Section H
152 mm HMA 152 mm HMA 152 mm HMA 102 mm HMA
305 mm AB-3 305 mm AB-3 305 mm AB-3 254 mm AB-3
6” HMA 6” HMA 6” HMA4” HMA
12” AB312” AB3
12” AB310” AB3
Pressure cells
Geokon 3500 pressure cells
2 per section
Vishay Micro-Measurement 6 per product
Geotextile Strain Gages
H-bar Strain Gages
• Tokyo Sokki Kenkyujo Co.• 6 per section
Construction (Subgrade CBR = 2.6; E=4,700 psi)
APT Machine
Loading and Monitoring
18-kip load
90 psi tire pressure
Truncated normal distribution
Pressure cell, theromcouple and strain readings taken
periodically
Transverse profile and rut depth measurments periodically
APT Machine Wander
10 1215
1821
2427
3033 35 37 38
76
38 37 35 3330
2724
2118
1512 10
0
10
20
30
40
50
60
70
80
-150
-137
.5
-125
-112
.5
-100
-87.
5
-75
-62.
5
-50
-37.
5
-25
-12.
5 0
12.5 25
37.5 50
62.5 75
87.5
100
112.
5
125
137.
5
150
Num
ber
of
Cyc
les
Horizontal Wander Position (mm)
Monitoring
0 100,000 200,000 300,000 400,000 500,0000
2
4
6
8
10
12
14
16
18
Section E Section F Section G Section H
Number of Passes
Ave
rage
Ru
t D
epth
(m
m)
Rut depth
Pressure on Subgrade
0 100,000 200,000 300,000 400,0000
20
40
60
80
Section E Section F Section G Section H
Number of Passes
Pre
ssu
re (
kP
a)
Longitudinal strains bottom of HMA
0 100000 200000 300000 4000000
100
200
300
400
500
600
700
800
900
Section E Section F Section G Section H
Number of Passes
Lon
g S
trai
n B
otto
m o
f H
MA
(x10
-6)
Transverse strains bottom of HMA
0 100000 200000 300000 4000000
100
200
300
400
500
600
700
800
Section E Section F Section G Section H
Number of Passes
Tra
ns.
Str
ain
Bot
tom
of
HM
A(x
10-6
)
Strain in geotextiles
0 100000 200000 300000 4000000
100
200
300
400
500
600
700
800
Section F Section G Section H
Number of Passes
Lon
g. S
tra
in (
x10-
6)
0 100000 200000 300000 4000000
100
200
300
400
500
600
Section F Section G Section H
Number of Passes
Tra
ns.
Str
ain
(x
10
-6)
Reinforced sections (sections F and H) performed better than the
control in terms of rutting and pressure on subgrade.
Pressure and strains in the reinforced sections did not change
much until about 100,000 wheels passes. After that, geotextiles
was mobilized and these parameters changed considerably.
Conclusions