Chemically stabilized
embankment is generally used to repair landslides, as shown in the following
figure. This situation involves the removal
of wet soil, treating it with cement, lime, or lime kiln dust, and then using
the treated soil to rebuild the embankment.
Notice the addition of drainage to the slide repair.
Figure
205.A – Typical Use of Chemically Stabilized Embankment to Repair Landslide
Cement is most effective in
treating soils with a Plasticity Index (PI) less than 20, such as sandy and
silty soils like A-3a, A-4a, A-4b, A-6a, and some A-6b soils. Use cement stabilized subgrade to treat areas
with N values (SPT blow counts) as low as 5 and
unconfined strengths (hand penetrometer) as low as 0.5 tsf.
Lime is most effective in
treating soils with a PI greater than 20, such as A-7-6 and A-6b soils. Use lime stabilized subgrade to treat areas
with N values (SPT blow counts) as low as 10 and
unconfined strengths (hand penetrometer) as low as 1.0 tsf.
Lime kiln dust (LKD) may be used to stabilize unstable subgrade soils which
have a PI from 10 to 20. Consult the
Office of Geotechnical Engineering when using LKD.
If using cement, use Type 1
cement according to 701.04. If using lime, use quick lime conforming to 712.04.B. Quick lime must pass through the No. 4 (4.75
mm) sieve. Lime must come from a
certified supplier.
Lime kiln dust is another
material that can be used for soil stabilization. The Department has begun using lime kiln dust
for soil stabilization on some projects, but it is generally not included in
the plans. However, the Contractor may
propose to use it in a value engineering change proposal. Lime kiln dust must
conform to 712.04.C.
Chemical stabilization should
not be performed when the temperature is below 40 ºF (5 ºC) or when
the ground is frozen. In order to
stabilize the soil, the chemical needs to react with the water in the
soil. It cannot do that if the water is
frozen. If it is raining, the free water
will react with the lime or cement instead of the water in the soil.
Spreading lime, cement, and
lime kiln dust creates some dust; therefore, chemical stabilization should not
be performed when it is windy, as this will spread the dust outside of the
project area.
The amount of chemical
applied to each lift is based on a percentage of the dry weight of the soil
that will be treated. The percentage is
typically 4 to 10 percent for cement and 4 to 8 percent for lime. If the Mixture Design for Chemically
Stabilized Soils pay item is included in the plans, the Contractor will
determine the appropriate percentage of chemical based on a testing
program. If the pay item for the mixture
design is not included in the plans, use the percentage given in the plans or
the percentage given in 205.04.A.
To calculate the spreading
rate (number of pounds of chemical per square yard), use the following
equation:
C = 0.75 × T × D × P
Where:
C = Spreading rate for chemical (pounds per square
yard).
T = Thickness of embankment lift (inches).
D = Average dry density of soil (if not known, assume
110 lb/ft³).
P = Percentage of chemical, expressed as a decimal
(e.g., 5%
= 0.05)
0.75
is a unit conversion factor (9 ft2 / 1 yd2 × 1 ft / 12 in).
For example, if using 4
percent of a chemical and an 8-inch embankment lift:
C = 0.75 × 8 in × 110 lb/ft3 × 0.04 = 26.4 lb/yd2
of chemical
The Contractor must submit a
spreading plan or report two days before the work and indicate how the
Contractor will achieve the required spreading rate. After the spreading operation, check the
Contractor’s spreading rate by taking the total weight of chemical spread and
dividing it by the area that was treated.
For slide repair work, a
loader is sometimes used to spread the chemicals. The exact amount of chemical in each lift of
soil is not as critical as it is in subgrade stabilization work.
When a mechanical spreader is
used, dusting is minimized by using a shroud around the spreader bar that
extends to the surface. A distribution
bar with a maximum height of 3 feet (1 m) above the subgrade can be used. The chemical should not be spread if wind
conditions are such that blowing dust exceeds the limits in 107.19.
Figure
205.B – Spreading Cement with a Shroud around the Spreader Bar
The Contractor should mix the
chemical into the soil immediately after spreading the chemical. The Contractor may use a spring tooth harrow,
a disk harrow, or a power driven rotary mixer which looks like a big rotary
tiller. However, if the area is beneath
a pavement or paved shoulder, the Contractor must use the power driven rotary
mixer.
Figure
205.C – Rotary Mixer for Chemical Stabilization
If using a power driven
rotary mixer, mix the soil and chemical until all the soil clods are reduced to
a maximum size of 2 inches (50 mm). Add
water, if necessary, to bring the mixture to at least the optimum moisture
content if using cement or lime kiln dust and bring the mixture to at least 3
percent above optimum moisture content if using lime. Quick lime reacts more strongly with water
and the additional water prevents future expansion problems. Determine the optimum moisture content from
the moisture-density curves developed in the test program from the mixture
design or by using the Ohio Typical Moisture Density Curves and the one-point
Proctor method in Supplement
1015.
If using a spring tooth or
disk harrow, break-up the soil with the harrow before spreading the
chemical. Mix the chemical into the soil
and add water as described above. During
mixing, use at least 20 passes of the harrow: 10 in one direction and 10 in a
direction which will be perpendicular to the first 10. Reduce all the soil clods to a maximum size
of 1 inch (25 mm). The harrows do not
mix the chemical as well as the rotary mixer; therefore, more effort is
required with the harrow to mix the chemical and soil.
Note that for Chemically
Stabilized Embankment, the mixing is the same for all the chemicals. This is different from Chemically Stabilized
Subgrade.
Compact to 98 percent of the
maximum dry density and use the one-point Proctor method in Supplement
1015 to determine the maximum dry density.
In some cases, the test section method or the moisture-density curves
developed by the Contractor may be used to determine the maximum dry density.
If a pay item for Mixture
Design for Chemically Stabilized Soils is included in the plans, then the
Contractor uses the testing program described in Supplement
1120 to determine the spreading rate for the chemical. Different mixtures of the soil and chemical
are tested for unconfined compressive strength.
The results are used to determine the percentage of chemical used in the
field. The common increase in strength
ranges from 20 psi to 100 psi with lime and from 50 psi to 200 psi with cement.
The mixture design pay item also includes verification
testing of the stabilized subgrade. For this reason, the Department pays for
only two-thirds of the lump sum item for mixture design testing after the
mixture design is complete. The other
one-third is paid after the chemically stabilized subgrade is completed.
1. Materials per 205.02.
2. Check spreading rate for lime, cement, or lime kiln
dust.
3. Verify cross-sections.
4. Temperature must be 40 °F (4 °C) or above and the soil cannot be frozen.
5. Document the construction: spreading, mixing, and
compaction.
6. Perform the compaction testing according to Supplement
1015.
7. Measure and pay according to 205.06
and 205.07.
8. Final cross-sections.
9. Document on CA-EW-1,
CA-EW-12 and CA-D-1, and CA-D-3. Do
not duplicate the information on all forms unless necessary.