Geosynthetics February/March 2022 - 25

in situ untreated areas to contaminate the
reinforced roadways.
Contamination of fines into the
aggregate sections of roadway poses two
issues: (1) aggregate thickness loss due
to equipment removing the upper layer
of aggregate and (2) strength loss due to
contamination of fines into the aggregate
section. Even with as little as 8% fines contamination,
the effective strength of this
aggregate layer can be decreased by up to
50% (Figure 5) (Jornbey and Hicks 1986).
Methods to control which vehicles
use the stabilized areas are important, as
to not compromise the strength of those
areas. Alternatively, sacrificial aggregate
thickness can be included to account for
potential loss or contamination.
Economic benefit
During the evaluation of subgrade-stabilization
options, the focus is on designing
a long-lasting structure to withstand environmental
effects and dynamic loading.
Selection considerations commonly include
cost, ease of installation, successful history
of achieving compaction requirements and
permanency of strength. Three primary
stabilization solutions exist to treat unsuitable
soil: (1) remove the unsuitable material
and replace with higher shear strength
aggregate; (2) chemical stabilization (lime,
portland cement or fly ash); and (3) geosynthetic
(i.e., mechanical) reinforcement.
Option (1), the remove-and-replace
method, involves undercutting and removing
soft, weak, possibly wet or otherwise
undesirable soils, and replacing them with
an engineered fill. This method is costly
and may not address the problem at hand.
Excavation through the weak surface soil
could expose even lower-strength soil or
interfere with groundwater. Additionally,
depending on the project's cut/fill requirements,
removal of excavated material and
import of select materials can prove to be
costly and time-consuming. As the haul
25
30
20
15
10
5
20
40
60
Time in Hours
FIGURE 4 Variation of California bearing ratio (CBR) values of different samples with their
respective soaking time
Transportation Research Record 1095
MPa
600
80
500
70
60
400
50
300
200
30
40
100
10
20
5
10
15
Percent Added Fines (S)
FIGURE 5 Resilient modulus versus percentage of added fines (Jornbey and Hicks 1986)
www.GeosyntheticsMagazine.com
25
20
90
KSI
Bulk Stress Levels
95 PSI
35 PSI
20 PSI
10 PSI
655 kPa
241 kPa
138 kPa
69 kPa
80
100
Sample 1
Sample 2
Sample 3
Sample 4
Resilient Modulus (E2)
CBR in %

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Geosynthetics February/March 2022

Table of Contents for the Digital Edition of Geosynthetics February/March 2022

Geosynthetics February/March 2022 - Cover1
Geosynthetics February/March 2022 - Cover2
Geosynthetics February/March 2022 - 1
Geosynthetics February/March 2022 - 2
Geosynthetics February/March 2022 - 3
Geosynthetics February/March 2022 - 4
Geosynthetics February/March 2022 - 5
Geosynthetics February/March 2022 - 6
Geosynthetics February/March 2022 - 7
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Geosynthetics February/March 2022 - 14
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Geosynthetics February/March 2022 - Cover3
Geosynthetics February/March 2022 - Cover4
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