TenCateTM Mirafi® Geosynthetics

Bruce A Lacina, P.E.Roadway Reinforcement

Technical Manager

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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