TenCateTM Mirafi® Geosynthetics
Bruce A Lacina, P.E.
Roadway Reinforcement
Technical Manager
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.
Protective & Outdoor Fabrics
Aerospace Composites
Armor Composites
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Geosynthetics
Industrial Fabrics
Synthetic Grass
Mirafi® RSi-Series Woven Geotextiles
The 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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Questions about Mirafi®
Geosynthetics?
Contact your TenCateTM representative:
800-685-9990 or www.mirafi.com
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Kansas State University
Investigation of Bearing
Capacity of GeotextileReinforced Paved Roads
Milad Saghebfar
Bruce Lacina
Mustaque Hossain
2 0 1 3 M I D - C O N TI N E N T T R AN S P O R TAT I O N
R E S E AR C H S Y M P O S I UM
Outline
 Background
 Test sections
 Instrument installation
 Monitoring
 Conclusions
Rutting Under Wheel Loading
Kansas State University Accelerated Pavement
Testing (APT) Facility
 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
Test sections
Section E
Section F
Section G
Section H
Geosynthetics
None
RS380i
RS580i
RS580i
Base
12”
crushed
stone
12”
crushed
stone
10”
crushed
stone
12”
crushed
stone
Hot-MixAsphalt
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
10’
↑
10’
N
Middle Pit
Section E
10’
South Pit
Section G
Section F
16’
10’
Section H
16’
Test Sections
Section E
Section F
Section G
Section H
152
HMA
6” mm
HMA
HMA
1526”mm
HMA
1024”mm
HMA
HMA
6”mm
HMA
152
HMA
12”
AB3
305
mm
AB-3
25410”
mmAB3
AB-3
305
mm
AB-3
12”
AB3
12”mm
AB3
305
AB-3
Pressure cells
 Geokon 3500 pressure cells
 2 per section
Geotextile Strain Gages
 Vishay Micro-Measurement
 6 per product
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
80
76
70
50
40
30
20
10
10
12
15
18
21
24
27
30
33
35
37 38
38 37
35
33
30
27
24
21
18
15
12
10
0
-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
Number of Cycles
60
Horizontal Wander Position (mm)
Monitoring
Rut depth
18
16
Average Rut Depth (mm)
14
12
10
8
6
4
2
Section E
Section F
Section G
Section H
0
0
100,000
200,000
300,000
Number of Passes
400,000
500,000
Pressure on Subgrade
80
Pressure (kPa)
60
40
20
Section E
Section F
Section G
Section H
0
0
100,000
200,000
Number of Passes
300,000
400,000
Longitudinal strains bottom of HMA
900
800
Long Strain Bottom of HMA(x10-6)
700
600
500
400
300
200
100
Section E
Section F
Section G
Section H
0
0
100000
200000
Number of Passes
300000
400000
Transverse strains bottom of HMA
Trans. Strain Bottom of HMA(x10-6)
800
700
600
500
400
300
200
100
Section E
Section F
Section G
Section H
0
0
100000
200000
Number of Passes
300000
400000
Strain in geotextiles
800
600
500
400
300
200
Section F
100
Section G
Section H
0
0
100000
200000
300000
400000
600
Number of Passes
Trans. Strain (x10-6)
Long. Strain (x10-6)
700
500
400
300
200
Section F
100
Section G
Section H
0
0
100000
200000
300000
Number of Passes
400000
Conclusions
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.