Elsbury, Bill, R., et al. 1990. Lessons Learned from Compacted Clay
Liner. J. Geotech. Eng., ASCE, Vol. 116, No. 11, pp. 1641-1660.

Hermann, J.G., and B.R. Elsbury. 1987. Influential factors in soil liner
construction for waste disposal facilities. Proceed. Geotech. Prac. For
Waste Disp., Ann Arbor, ASCE, pp. 522-536.

Lambe. 1958. The structure of compacted clay. J.J. Soil Mechanics and
Foundation Div., ASCE, Vol. 84, No. soil Mechanics 5, pp. 1654-1 --
1654-34.

Lehman, O.R., and R.N. Clark. 1975. Effect of cattle feedyard runoff on
soil infiltration rates. J. Environ. Qual., 4(4):437-439.

Mitchell, J.K., D.R. Hooper, and R.G. Campanella. 1965. Permeability of
compacted clay. J. Soil Mechanics and Foundation Div., ASCE. Vol. 91,
No. 4. pp. 41-65.

Oakley, Richard. 1987. Design and performance of earth lined containment
systems. ASCE Conf. Geotech. Prac. Waste Disposal, pp. 117-136.

Robinson, F. E. 1973. Changes in seepage rates from an unlined cattle
waste digestion pond. Transactions ASAE, 16(1):95-96.

United States Department of Agriculture, Natural Resources Conservation
Service. (1994). Guide for determining the gradation of sand and gravel
filters. National Engineering Handbook, Part 633, Chapter 26.

United States Department of Agriculture, Natural Resources Conservation
Service. (1991). Soil sample size requiredments for soil mechanics
laboratory testing. Geology Note 5.

Oregon Guidelines for the Design of Compacted Soil Liners

The following outlines the procedure to use when designing a compacted
soil liner for a waste storage pond or lagoon in Oregon.

**(1) Site investigation**

A detailed site investigation is needed to collect information about the
soils that make up the foundation and construction materials to be used
in a waste storage facility. Determining the intensity of the
investigation is the responsibility of the designer and the person with
job approval authority. Subsurface investigations should consist of
backhoe pits that extend at least 3 feet below the planned bottom of the
waste storage facility. All information collected during subsurface
investigations should be recorded on form SCS-ENG-533(Log of Test Holes)
or similar form. Soil samples collected during a subsurface
investigation should be in accordance with the sample size requirements
given in Geology Note 5 and recorded on form SCS-ENG-534(Soil Sample
List). The Engineering Specialist with responsibility for soil mechanics
or State Geologist should be contacted if help is needed to determine
the intensity level of the site investigation and if help is needed
during the site investigation. All site investigation data shall become
part of the design documentation for the storage facility.

**(2) Soil mechanics testing**

To determine if a liner is required for a facility, soil samples
collected during the site investigation will need to be submitted to a
soil mechanics laboratory for analysis. The landowner is responsible for

all costs associated with the soil mechanics laboratory analysis of soil
samples. The following tests should be requested when submitting soil
samples to a soil mechanics laboratory for analysis-

\... Compaction test in accordance with ASTM D-698.

\... Atterburg limits.

\... Mechanical Analysis.

\... Permeability test(s) to determine the degree of compaction and/or
the soil treatments needed to obtain the desired permeability.

Various permeability test methods are acceptable, including
constant-head, fixed-wall permeameter tests (ASTM D2434) and
flexible-wall permeameter tests (ASTM D5084). Permeability tests at
several different densities and/or soil amendment rates may be required
to determine the specifications for construction. An engineer with soil
mechanics expertise should be consulted for details on testing
requirements for specific jobs.

If additional soil amendments are needed to obtain the desired
permeabilities such as Tetra-sodium pyro-phosphate(TSPP) or bentonite, a
sample of the treatment material from the anticipated source should be
submitted with the soil samples for analysis.

If the NRCS Soil Mechanics Laboratory in Lincoln Nebraska will be used
to analyze the soil samples, form SCS-ENG-356, Request for Soil
Mechanics Test, shall be completed. The Oregon NRCS Engineering
Specialist with soil mechanics responsibilities shall be contacted for
guidance in submitting soil samples to the NRCS Soil Mechanics
Laboratory.

**(3) Design Criteria**

The following design criteria shall be used for the design of compacted
soil liners-

1.  The compacted soil liner material must be filter-compatible with the
    natural foundation upon which it is to be placed. See NEH Part 633
    Chapter 26 for filter criteria.

2.  The maximum allowable permeability (k) is 1 x 10^-7^ centimeters per
    second (cm/sec). It is assumed that the sealing affects of the
    manure will reduce the permeability by at least one order of
    magnitude resulting in a allowable permeability of 1 x 10^-6^
    cm/sec.

3.  The maximum allowable specific discharge (*v*) is 1/8 of an inch per
    day or 3.67 X 10^-6^ cm/sec.

4\. The minimum thickness of the soil liner shall be 1 foot. Treated
soil liners shall have a thickness equal to or greater than 6 inches and
shall be covered by a protective layer with a thickness equal to or
greater than 6 inches.

**(4) Design procedure for compacted soil liners**

1\. Size the storage pond based on storage requirements and available
construction limits. Determine the maximum depth (H) in feet of the
stored waste.

2\. Use the permeability obtained from the soil mechanics test results
to compute the compacted soil liner thickness (d) in feet. The
permeability (k~b~) of the compacted soil liner should 1 x 10^-6^ cm/sec
or impractical results will be obtained.

d =

3\. For a nontreated soil liner;

> \... If d \< 1 foot then use 1 foot for the soil liner thickness.
>
> \... If d \>= 1 foot then use the value obtained in step 2 for the
> soil liner thickness.
>
> For a treated soil liner;
>
> \... If d \< 6 inches then use 6 inches for the soil liner thickness
> and provide a 6 inch soil protective layer on top.
>
> \... If d \>= 6 inches then use value obtained in step 2 for the soil
> liner thickness and provide a 6 inch soil protective layer on top.

4\. Ensure the liner soil will be filter-compatible with the natural
foundation material on which it will be placed. Refer to chapter 26 of
the NRCS National Engineering Handbook, Part 633, for criteria to
determine if the liner soil is filter compatible with the natural
foundation.

5.  Ensure the following items are address in the operation and
    maintenance guidelines given to the landowner/operator for the waste
    storage pond:

-   The soil liner must be protected against damage from agitators or
    other equipment activities that could reduce the soil liners
    effectiveness. The soil liner must also be protected from the
    erosive forces of filling operations as well.

-   Prevent animals from entering the waste holding pond and woody
    vegetation from becoming established to protect the soil liner from
    punctures.

-   Protect the soil liner from dessication from drying by maintaining a
    layer of manure over the liner, disking or adding water.

**(5) Example Problems**

**Example 1-**

Given:

\... Maximum depth (d) of waste in storage pond is 10 feet.

\... Compacted soil permeability (k~b~) is 4.78 x 10^-7^ cm/sec.

Find: Required compacted soil liner thickness(t) in feet that will meet
seepage requirements and determine the maximum specific discharge
expected from the storage pond.

Solution:

> See the worksheet on the following page for the solution to Example
> Problem #1.

Date:

Site:

A. Permeability of compacted soil liner from soil mechanics report, k~b~
= [4.78]{.underline} x [10^-7^]{.underline} cm/sec.

B. Design depth of waste in storage pond, H = [10]{.underline} feet.

C. Allowable Specific Discharge, *v* = 3.65 x 10^-6^ cm/sec.

D. Determine the required compacted soil liner thickness (d) in feet --

d = = = [1.5]{.underline} feet

E. For liners treated with Bentonite, TSSP, etc.- If d \< 0.5 feet then
d = 0.5 feet.

For non-treated liners -- If d \< 1.0 feet then d = 1.0 feet

F. **Construct a compacted soil liner thickness of [1.5]{.underline}
feet using [3]{.underline} compacted layer(s) of**

**[6]{.underline} inches. Provide a [NA]{.underline} inch protective
layer of compacted soil over**

**the soil liner.**

G.  Check the foundation materials for filter compatibility with the
    soil liner and develop operation and maintenance guidelines.

**APPLICATION RATE FOR SELECTED TREATMENT-**

A. From soil mechanics report-

Use Lbs per of per inches.

B. Lbs to Use = Test Lbs per given unit / Test Inches X Inches Treated

Lbs to use = / X = per for a Inch Layer.

### Example 2-

Given:

\... Maximum depth(d) of waste in storage pond is 9 feet.

\... Compacted soil permeability(k) is 1.5 x 10^-7^ cm/sec when treated
with 1.5 Lbs of Bentonite per square foot for a 4 inch layer.

> Find: Required compacted soil liner thickness(t) in feet that will
> meet seepage requirements and determine the maximum specific discharge
> expected from the storage pond.

Solution:

> See the worksheet on the following page for the solution to Example
> Problem #2.

Site:

A. Permeability of compacted soil liner from soil mechanics report, k~b~
= [1.5]{.underline} x [10^-7^]{.underline} cm/sec.

B. Design depth of waste in storage pond, H = [9]{.underline} feet.

C. Allowable Specific Discharge, *v* = 3.65 x 10^-6^ cm/sec.

D. Determine the required compacted soil liner thickness (d) in feet --

d = = = [0.4]{.underline} feet

E. For liners treated with Bentonite, TSSP, etc.- If d \< 0.5 feet then
d = 0.5 feet.

For non-treated liners -- If d \< 1.0 feet then d = 1.0 feet

F. **Construct a compacted soil liner thickness of [0.5]{.underline}
feet using [1]{.underline} compacted layer(s) of**

**[6]{.underline} inches. Provide a [6]{.underline} inch protective
layer of compacted soil over**

**the soil liner.**

G.  Check the foundation materials for filter compatibility with the
    soil liner and develop operation and maintenance guidelines.

**APPLICATION RATE FOR SELECTED TREATMENT-**

A. From soil mechanics report-

Use [2]{.underline} Lbs per [SF]{.underline} of [Bentonite]{.underline}
per [4]{.underline} inches.

B. Lbs to Use = Test Lbs per given unit / Test Inches X Inches Treated

Lbs to use = [2]{.underline} / [4]{.underline} X [6]{.underline} =
[3]{.underline} per [SF]{.underline} for a [6]{.underline} Inch Layer.

Decision Maker: Date:

Site:

A. Permeability of compacted soil liner from soil mechanics report, k~b~
= x cm/sec.

B. Design depth of waste in storage pond, H = feet.

C. Allowable Specific Discharge, *v* = 3.65 x 10^-6^ cm/sec.

D. Determine the required compacted soil liner thickness (d) in feet --

d = = = feet

E. For liners treated with Bentonite, TSSP, etc.- If d \< 0.5 feet then
d = 0.5 feet.

For non-treated liners -- If d \< 1.0 feet then d = 1.0 feet

F. **Construct a compacted soil liner thickness of feet using compacted
layer(s) of**

**inches. Provide a inch protective layer of compacted soil over**

**the soil liner.**

G.  Check the foundation materials for filter compatibility with the
    soil liner and develop operation and maintenance guidelines.

**APPLICATION RATE FOR SELECTED TREATMENT-**

A. From soil mechanics report-

Use Lbs per of per inches.

B. Lbs to Use = Test Lbs per given unit / Test Inches X Inches Treated

Lbs to use = / X = per for a Inch Layer.