September 14, 2015
Florida Method of Test
for
LIMEROCK BEARING RATIO (LBR)
Designation: FM 5-515
1 SCOPE
This test method is intended for the determination of the bearing value of soils when they
are compacted in the laboratory at moistures varying from the dry to wet side of optimum
moisture using a 10-pound (4.54 kg) rammer dropped from a height of 18 inches (457
mm). The test is useful for evaluating limerock and other soils used for base, stabilized
subgrade, and subgrade or embankment material encountered in Florida.
Note: This compaction procedure is a modification of AASHTO T 180-10, Method D.
2 REFERENCED DOCUMENTS
2.1
AASHTO Standards:
AASHTO T 193 – The California Bearing Ratio
AASHTO T 19 – Bulk Density (“Unit Weight”) and Voids in Aggregates
AASHTO M 92 – Wire-Cloth Sieves for Testing Purposes
AASHTO M 145 – Classification of Soils and Soil-Aggregate Mixtures for Highway
Construction Purposes
2.2
ASTM Standards:
ASTM D2168 – Standard Practice for Calibration of Laboratory Mechanical-Rammer
Soil Compactors
3
APPARATUS
3.1
Molds - The molds shall be cylindrical in shape, made of metal, with an internal
diameter of 6.00 ± 0.026 inches (152.40 ± 0.70 mm) and a height of 6.00 ± 0.026
inches (152.40 ± 0.70 mm) as shown in appendix A. They shall have a detachable
collar assembly approximately 2.375 inches (60.0 mm) in height to permit
preparation of compacted specimens of soil-water mixtures of the desired height and
volume. Molds may be of the "split" type, consisting of two half-round sections, or a
section of pipe split along one element, which can be securely locked in place to
form a cylinder. The mold and collar assembly shall be so constructed that it can be
fastened firmly to a detachable perforated base plate. Base plate should be plane to
0.005 inches (0.13 mm) and contain 28 open holes 0.06 ± 0.03 inches (1.6 ± 0.8
mm) in diameter.
Note: It is acceptable to use a mold and spacer disc meeting the specifications of
AASHTO T 193.
FM 5-515
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September 14, 2015
3.1.1 Molds Out of Tolerance Due to Use A mold that fails to meet manufacturing
tolerances after continued service may remain in use provided those tolerances are
not exceeded by more than 50 percent and the volume of the mold, calibrated in
accordance with Section 8 (Calibration of Measure) of AASHTO T 19, Bulk Density
and Voids in Aggregate, is used in the calculations.
3.2
Spacer Disc- A metal disc 5.938 ± 0.031 inches (150.8 ± 0.8 mm) in diameter and
1.41 ± 0.026 inches (35.80 ± 0.70 mm) in height as shown in appendix B is inserted
as a false bottom in the cylinder mold during compaction. This would give a net
𝟏𝟏
cylinder volume of
𝒇𝒇𝒇𝒇𝟑𝟑 or 𝟎𝟎. 𝟎𝟎𝟎𝟎𝟎𝟎 𝒇𝒇𝒇𝒇𝟑𝟑 (0.002124 m3). The flat surface of the
𝟏𝟏𝟏𝟏.𝟑𝟑𝟑𝟑
spacer disk shall be plane to 0.005 inches (0.13 mm).
3.3
Rammer
3.3.1 Manual Rammer –The manual rammer contact face shall have a flat circular face
with a diameter of 2.000 ± 0.010 inches (50.80 ± 0.25 mm) and a mass of 10.00 ±
0.02 pounds (4.536 ± 0.009 kg). The in-service diameter shall not be less than 1.985
inches (50.42 mm). The rammer shall be equipped with a suitable arrangement to
control the height of drop to a free fall of 18.0 ± 0.06 inches (457 ± 2 mm) above the
elevation of the soil. The guide-sleeve shall have at least 4 vent holes, no smaller
than 0.375 inch (9.5 mm) diameter spaced approximately 90 degrees apart, and
shall provide sufficient clearance so the free fall of the rammer shaft and head is
unrestricted.
3.3.2 Mechanical rammer -The mechanical rammer contact face shall be flat with a wear
tolerance of 0.01 inch (0.25 mm) and have the shape of a sector of a circle of a
radius equal to 2.90 ± 0.02 inches (73.70 ± 0.51 mm) as shown in appendix C. The
manufactured area of the sector face shall be 3.14 ± 0.03 in² (2025.80 ± 19.2 mm²).
The minimum allowable in-service area for sector faced rammers is 3.09 in2 (1996.6
mm2) which is equivalent to that of a manual rammer with a minimum in-service
diameter of 1.985 in (50.42 mm). The mechanical rammer shall be calibrated and
adjusted, as necessary, in accordance with 3.3.3. The rammer shall weigh 4.536 ±
0.009 kg (10.00 ± 0.02 pounds). The rammer shall be equipped with a suitable
arrangement to control the height of drop to a free fall of 457 ± 2 mm (18.0 ± 0.06
inches) above the elevation of the soil. The mechanical rammer shall operate in such
a manner as to provide uniform and complete coverage of the specimen surface (8
to 10 blows per revolution of rammer).
3.3.3 Calibration and Adjustment The mechanical rammer shall be calibrated and adjusted
as necessary, before initial use; once each year; before reuse after anything,
including repair, which may affect the test results significantly; and whenever the test
results are questionable. Each calibration and adjustment shall be in accordance
with ASTM D2168, Practice A.
3.4
Surcharge Weights One annular disc weighing 5 ± 0.10 pounds, (2.27 ± 0.04 kg),
and additional slotted weights weighing 5 ± 0.10 pounds (2.27 ± 0.04 kg), as shown
in appendix B, each are used when surcharge is required (See Section 8.1).
3.5
Penetration Piston – The penetration piston is 1.954 ± 0.005 inches (49.63 ± 0.13
mm) in diameter and has a minimum length of 5 inches as shown in appendices D,
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E, F, and G.
3.6
Note:
Loading Device – A compression loading device capable of being operated manually
or electrically at a constant rate of 0.05 ± 0.005 inches (1.27 ± 0.13 mm) per minute
can be used to force the penetration piston into the specimen as shown in
appendices F and G. If the loading device cannot maintain the allowable rate stated
in this subsection, then the test result may be invalid.
It is recommended to have a device that provides a Process Control check on the
consistency of the entire load frame system. The device should achieve an LBR
value of 100 at the correct penetration.
3.7
Swell Plate – A perforated plate weighing 2.5 ± 0.5 pounds (1.13 ± .23 kg), similar to
that shown in appendix C, is used.
3.8
Sample Extruder (optional) – A jack, lever, frame, or other device adapted for the
purpose of extruding compacted specimens from the mold may be useful.
3.9
Balances – A balance or scale for weighing test samples of at least 24 pound (11 kg)
capacity, sensitive and readable to 0.01 pound (5 grams), and a balance of at least
1000-g capacity, sensitive and readable to 0.0035 ounce (0.1-g) is required. Both
balances shall conform to the requirements of the Specifications for Weighing
Devices Used in the Testing of Materials (AASHTO Designation: M231). (Optional A balance or scale with a capacity of 50 pounds (23 kg) or more for determining
percent retained on individual sieves, sensitive and readable to 0.04 pound (20 g) or
0.1% of mass, whichever is greater).
3.10
Drying Oven – A thermostatically controlled drying oven shall be capable of
maintaining a temperature of 230 ± 9°F (110 ± 5°C) for drying moisture samples.
3.11
Straight Edge – A steel straight edge at least 12 inches (30.48 cm) in length. It shall
have one beveled edge, and at least one longitudinal surface (used for final
trimming) shall be plane within 0.1 percent of the length within the portion used for
trimming.
3.12
Sieves – 2 inch (50 mm), 0.75 inch (19 mm), and No. 4 (4.75 mm) sieves should
conform to the requirements of the Specifications for Sieves for Testing Purposes
(AASHTO Designation: M92).
3.13
Mixing Tools – Miscellaneous tools such as mixing pans, spoon, trowel, spatula, etc.,
or a suitable mechanical device for thoroughly mixing the sample of soil with
increments of water are required.
3.14
Soak Tank – A rectangular tank approximately 26" W x 60" L x 10" D (66cm x 152cm
x 25cm). A smaller tank may be used if quantity of tests or laboratory space is not
large enough to accommodate the suggested size. The tank shall have raised ridges,
or other devices, in the bottom, placed in such a manner to allow free access of
water to the bottom of the mold. The tank shall have an overflow placed so that the
height of water in the tank remains within 0.25 inch (6.35 mm) of the same elevation
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as the top of the soil sample in the mold.
3.15
Containers – Suitable containers made of material resistant to corrosion and not
subject to change in mass or disintegration on repeated heating or cooling. One
container is needed for each moisture content determination.
3.16
Jaw Crusher – An electric-powered mechanical jaw crusher having a minimum jaw
plate dimension of 2.25 x 3.5 inches (57mm x 90 mm) set at a maximum opening of
0.75 inch (19 mm) with an under tolerance of 0.125 𝑖𝑖𝑖𝑖𝑖𝑖ℎ (3.175 mm).
3.17
Electronic Data Acquisition System – A device such as a strip chart recorder or
computer capable of producing the load-deflection curve for each test.
3.18
Documentation shall be maintained showing equipment verification at a frequency
not to exceed 12 months. Verification documentation shall be maintained for the
following equipment: molds, spacer disks, compaction rammers, surcharge weights,
penetration pistons, loading devices, swell plates, balances, ovens, straight edges,
sieves, and jaw crushers.
4 SAMPLE PREPARATION
4.1
General – If the soil is damp when received from the field, it shall be dried until it
becomes friable under the trowel. It may be dried in air or by use of drying apparatus
such that the temperature does not exceed 140°F (60°C).
4.2
Materials used for Base – For materials used for base, particles larger than 3/4 inch
diameter cannot be separated from the sample before crushing. The entire sample
shall be passed incrementally through the jaw crusher then sieved over the 0.75 inch
(19 mm) sieve. Discard the coarse material, if any, retained on the 0.75 inch (19.0
mm) sieve. The material is then passed through a No. 4 (4.75 mm) sieve, the
percentage retained is recorded and the procedure is continued to Section 4.4.
4.3
Materials used for Subgrade – The materials used for subgrade shall be passed
through 2 inch, 0.75 inch and No. 4 (50 mm, 19 mm & 4.75 mm) sieves without
crushing, taking care to thoroughly break up the aggregations in such a manner as to
avoid reducing the natural size of the individual particles. Any clay or silt
aggregations shall be broken down until they will pass through a No. 4 (4.75 mm)
sieve. The percentages retained on each sieve are then recorded. The material
retained on the 2 inch (50 mm) sieve shall be discarded. The material passing the 2
inch (50 mm) sieve and retained on the 0.75 inch (19 mm) sieve shall be weighed,
removed from the soil and replaced with an equal mass of material passing the 0.75
inch (19 mm) sieve and retained on the No. 4 (4.75 mm) sieve. The material is then
passed through a No. 4 (4.75 mm) sieve and the percentage retained is recorded.
NOTE:
FM 5-515
If the material retained on the 4.75 mm (No. 4) sieve is seven percent (7%) or less of
the total sample mass, the material may be added back into the sample and
thoroughly mixed with no correction.
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4.4
Material Separation – The material shall then be separated into at least four portions
weighing 12 pounds (5.44 kg) or more, each of which shall be prepared using the
same applicable gradation percentages determined in 4.2 or 4.3 (Additional portions
may be needed to define points on the compaction curves)
4.5
Adding Moisture – Each of the separate portions shall be thoroughly mixed with
amounts of water sufficient to cause each of the moisture contents of the samples to
vary by approximately one percent with the lowest moisture content being
approximately three percentage points below the optimum moisture content
(moisture content increments shall not exceed 1.5%). The moisture contents
selected shall bracket the optimum moisture content, thus providing samples which,
when compacted, will increase in mass to the maximum density and then decrease
in mass. The samples of soil-water mixtures shall be placed in covered containers
and allowed to stand prior to compaction in accordance with Table 1. For the
purpose of selecting a standing time, it is not required to perform the actual
classification procedure described in AASHTO M-145 (except in the case of referee
testing), if previous data exist which provide a basis for classifying the sample.
TABLE 1
Dry Preparation Method
Soaking Times
Classification M 145
A-3
A-2-4 ( Non-Plastic)
A-1, A-2-4 (Plastic), A-2-5, A-2-6, A-2-7,
A-4, A-5, A-6, A-7
5
Minimum Soaking Times-hours
No Requirement
3
12
COMPACTION PROCEDURE
5.1
FM 5-515
Immediately prior to compacting the material, it shall be remixed and a
representative sample shall be taken for moisture content determination. The sample
shall be weighed immediately and the mass recorded. The sample is dried in an
oven at 230 ± 9°F (110 ±5°C) for a minimum of 12 hours, or to constant mass to
determine the moisture content. The moisture content sample shall weigh not less
than 500-g. Appendix H shows an example of the form used. The tare mass of the
mold shall be recorded to the nearest 5 g. The spacer disc shall be inserted into the
bottom of the 6 inch (152.4 mm) mold followed by coarse filter paper (No. 4, 15 cm).
A specimen shall be formed by compacting the prepared soil in mold (with collar
attached) in five equal layers to give a total compacted depth of about 5 inches (127
mm). Each layer shall be compacted with 56 uniformly distributed blows from the
rammer, dropping free from a height of 18 inches ± 0.0625 inch (457 ± 2 mm) above
the approximate elevation of each finally compacted layer when a stationary
mounted type rammer is used. During compaction, the mold shall be secured to a
uniform rigid foundation, such as is provided by a cube of concrete weighing not less
than 200 pounds (91 kg).
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September 14, 2015
5.2
Following the compaction, the extension collar shall be removed, and the compacted
soil carefully trimmed even with the top of the mold by means of the straight edge.
Holes developed in the surface by removal of coarse material shall be patched with
smaller size material passing a No. 4 (4.75 mm) sieve. The specimen shall be
inverted so that the spacer disc is now on top and a base plate on the bottom. The
spacer disc shall be removed. If the filter paper is damaged, or was not inserted prior
to compaction, a new piece of filter paper shall be inserted at this time.
5.3
The mass of the mold and soil shall be recorded to the nearest 5 g. Multiply the mass
of the compacted specimen (minus the mass of the mold) by 13.33, record the result
as the wet density in pounds per cubic foot of the compacted soil or 470.8 to report in
kg per cubic meter. If mold volume was determined by section 3.11, that volume
shall be used in place of the standard 1/13.33 cubic feet or 1/470.8 cubic meters)
5.4
Repeat the above procedure for each increment of moisture content using the
samples prepared as described in Section 4. A minimum of four specimens shall be
compacted at varying moisture contents beginning approximately two percentage
points below the optimum moisture content and increasing the moisture until the
optimum moisture content is exceeded by at least one percentage point.
6 MOISTURE-DENSITY RELATIONSHIP
6.1
Calculate the moisture content to the nearest 0.1 percent and the dry unit weight of
the soil to the nearest 0.1 𝑙𝑙𝑙𝑙�𝑓𝑓𝑓𝑓 3 (1 𝑘𝑘𝑘𝑘�𝑚𝑚3) as compacted for each trial as follows:
𝑊𝑊𝑤𝑤
𝐴𝐴 − 𝐵𝐵
× 100
&
𝑊𝑊𝑑𝑑 =
× 100
𝑤𝑤 =
𝑤𝑤 + 100
𝐵𝐵 − 𝐶𝐶
Where,
w = percentage of moisture in the specimen based on oven dry mass of soil,
A = mass of container and wet soil,
B = mass of container and dry soil,
C = mass of container,
Wd = dry density in 𝑙𝑙𝑙𝑙�𝑓𝑓𝑓𝑓 3 (𝑘𝑘𝑘𝑘�𝑚𝑚3) of compacted soil, and
6.2
NOTE:
Ww = wet density in 𝑙𝑙𝑙𝑙�𝑓𝑓𝑓𝑓 3 (𝑘𝑘𝑘𝑘�𝑚𝑚3) of compacted soil.
The oven-dry unit weights (𝑙𝑙𝑙𝑙�𝑓𝑓𝑓𝑓 3 or 𝑘𝑘𝑘𝑘�𝑚𝑚3) of the soil shall be plotted as ordinates and
corresponding moisture contents as abscissas (lower curve, appendix H). Fitting the
best smooth curve through these points, a convex curve is generally obtained. The
coordinates of the peak of the curve shall be termed the optimum moisture content
and the maximum dry density of the soil, respectively.
The data may be plotted in English units (𝑙𝑙𝑙𝑙�𝑓𝑓𝑓𝑓 3) and the maximum density from the
graph then converted to metric units (𝑘𝑘𝑘𝑘�𝑚𝑚3) by multiplying by the factor 16.02.
7 SOAKED OR UNSOAKED
7.1
FM 5-515
Soaking Requirement – Following Section 5, the compacted specimens shall be
placed in a soaking tank so that the height of water remains within 0.25 inch (6.35
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September 14, 2015
mm) of the same elevation as the top of the soil sample in the mold. The soak time
shall be 48 hours ± 4 hours. A swell plate shall be placed on top of each sample
before it is placed in the soak tank and left in place during the entire soaking and
draining period.
7.2
Draining – The specimen shall be removed from the soaking tank after the soak
period and allowed to drain on a visibly level surface for 15 ± 2 minutes immediately
before penetration testing. The drain surface shall be such that will allow free access
for water to drain from the bottom of the mold. After draining, the swell plate shall be
removed and the specimen tested immediately.
7.3
Unsoaked – When permitted by specification, the soaked steps of 7.1 can be
eliminated.
8 PENETRATION TEST
8.1
Application of Surcharge – A surcharge of 15 pounds (6.8 kg) for stabilized subgrade
and 20 pounds for embankment (9.1 kg) shall be applied to the specimen (see
Section 3.4). . No surcharge weight is used on base materials.
8.2
Application of Load – Before any reading is taken, a seating load of 10 pounds (4.54
kg) is applied to the specimen with the required surcharge weights as described in
Section 8.1 (Application of Surcharge), when using a manually operated machine as
shown in appendix F. The deflection and load gauges are then zeroed and the load
applied through the piston at a constant rate of 0.05 inches (1.3mm) ± 0.005 inch
(0.13 mm) per minute. When automatic recording equipment, as shown in appendix
G, is used, the seating load is not required. When a strip chart recorder is used, the
recording pen is zeroed on the chart paper before the load is applied.
8.3
Load Readings – Load readings shall be obtained for each 0.010 inch (0.25 mm)
penetration up to 0.200 inches (5.08 mm), after which the load reading shall be taken
at 0.225, 0.250, 0.275, 0.300, 0.325, 0.350, 0.375, 0.400, 0.450, and 0.500 inches
(5.72, 6.35, 6.98, 7.62, 8.26, 8.89, 9.52, 10.16, 11.43, and 12.7 millimeters) of
penetration. For those cases where the LBR value can obviously be obtained very
early in the penetration testing, the higher penetration readings may be waived.
Appendix I is a suggested form sheet for recording the necessary data obtained from
a test specimen when using a manual loading device as shown in appendix F. Each
recorded unit load (pressure), in pounds per square inch (megapascals), shall be
calculated by dividing the incremental load by 3 square inches (1935 mm²). This unit
load shall then be plotted as the ordinate (Y-axis) of a graph whereon the
penetration, in inches (mm), is plotted as the abscissa (X-axis). A smooth curve shall
be drawn through the plotted points. For those machines which perform the test
automatically but are not equipped with recording devices, the technique is the same
as for manually operated machines.
8.4
For machines equipped with load-deflection recorders, the curve is plotted
automatically. It is well to note that most machines with attached recorders show the
load in pounds (newton) rather than the unit load (pressure) in pounds per square
inch (megapascals, MPa). Since the cross-sectional area of the piston is a constant,
the load scale may easily be converted to a pressure scale simply be dividing the
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load in pounds (newton) by 3 square inches (1935 mm2).
9 CALCULATIONS
9.1
Load-Penetration Relationship – The curve will usually be convex upwards although
the initial portion of the curve may be concave upwards: the concavity is assumed to
be due to surface irregularities as shown in appendix K. A correction is applied by
drawing a tangent to the curve at the point of greatest slope. The corrected curve
then becomes the tangent plus the convex portion of the original curve with the origin
moved to the point where the tangent intersects the horizontal axis. Methods of
correcting typical curves are illustrated in appendices K and L.
9.2
Establishing Limerock Bearing Ratio of Material – The corrected unit load obtained at
0.1 inch (2.54mm) penetration shall be divided by 800 psi (5.516 MPa), which is the
standard strength of limerock. This ratio is then multiplied by 100, and the resulting
value is the LBR in percent.
𝑳𝑳𝑳𝑳𝑳𝑳 =
𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪 𝑼𝑼𝑼𝑼𝑼𝑼𝑼𝑼 𝑳𝑳𝑳𝑳𝑳𝑳𝑳𝑳 (𝒑𝒑𝒑𝒑𝒑𝒑)
× 𝟏𝟏𝟏𝟏𝟏𝟏
𝟖𝟖𝟖𝟖𝟖𝟖 𝒑𝒑𝒑𝒑𝒑𝒑
𝑳𝑳𝑳𝑳𝑳𝑳 =
𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝑪𝒅𝒅 𝑼𝑼𝑼𝑼𝑼𝑼𝑼𝑼 𝑳𝑳𝑳𝑳𝑳𝑳𝑳𝑳 (𝑴𝑴𝑴𝑴𝑴𝑴)
× 𝟏𝟏𝟏𝟏𝟏𝟏
𝟓𝟓. 𝟓𝟓𝟓𝟓𝟓𝟓 𝑴𝑴𝑴𝑴𝑴𝑴
𝒐𝒐𝒐𝒐
(𝑼𝑼. 𝑺𝑺. )
(𝑺𝑺. 𝑰𝑰. )
The collection of LBR values for each compacted sample should provide sufficient
data to plot an LBR vs. moisture content curve such as shown in the upper half of
appendix H. The peak or maximum LBR value can then be determined in the same
way the maximum density is obtained from a moisture-density curve (lower half of
appendix H). This procedure shall be used whenever it is required to establish an
LBR value for a material. A reported passing LBR shall not be extrapolated from a
plot unless at least two points are above 90 percent of the minimum required
specification value for the intended material use. If necessary, perform at least one
additional LBR penetration test at a moisture content between the two highest data
points.
Note:
For those cases where a material is being tested to check for compliance to a
specified minimum LBR value only, the two samples nearest optimum moisture may
be tested. If both samples satisfy the minimum LBR requirements, the material may
be reported as satisfying the specification, and the remainder of the samples may be
discarded. If, however, either sample failed to meet the minimum specified LBR
value, then the full LBR curve should be determined as previously described.
10 REPORT
The test results should be reported as shown on the sample page in appendix H consisting
of:
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10.1
Moisture Density Plot – A plot of the moisture-density curve giving the maximum dry
density to the nearest 𝟎𝟎. 𝟏𝟏 𝒍𝒍𝒍𝒍�𝒇𝒇𝒇𝒇𝟑𝟑 (1 𝒌𝒌𝒌𝒌�𝒎𝒎𝟑𝟑) and optimum moisture content to the
nearest 0.1%.
10.2
LBR Moisture Curve – A semi-log plot of the LBR-moisture curve giving the
maximum LBR value.
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Metric Equivalents
0.0001 in.
0.0025 mm
0.001 in.
0.025 mm
0.0625 + 0.03125 in
1.60 + 0.80 mm
0.25 in.
6.35 mm
2.00 ± 0.010 in.
50.80 ± 0.25 mm
1.41 + 0.026 in.
35.80 + 0.70 mm
1.954 + 0.005 in
49.63 + 0.13 mm
2.0625 in
52.39 mm
2.50 in.
63.00 mm
2.90 ± 0.02 in.
73.7 ± 0.51 mm
3.75 in.
95.25 mm
5.875 in.
149.23 mm
5.9375 + 0.031 in
150.81 + 0.79 mm
5.9375 in
151 mm
6.00 + 0.026 in.
152.40 + 0.70 mm
6.00 in.
152.40 mm
6.50 in.
165.10 mm
3.00 in2.
1935.48 mm2
5.0 ± 0.1 lb
2.27 ± 0.04 kg
10.00 lb
4.53 kg
The values above apply to appendices A through F
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APPENDICES
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APPENDIX A: LBR MOLD
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APPENDIX B: LBR TESTING APPARATUS – PART I
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APPENDIX C: LBR TESTING APPARATUS – PART II
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APPENDIX D: CROSS SECTION OF SEATED PENETRATION PISTON USING MANUAL
LOADING DEVICE
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APPENDIX E: CROSS SECTION OF PENETRATION PISTON USING AUTOMATIC
RECORDING MACHINE
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APPENDIX F: MANUAL LOADING DEVICE
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APPENDIX G: AUTOMATIC TESTER AND RECORDER
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APPENDIX H: COMPACTION TEST AND LBR WORKSHEET
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APPENDIX I: LBR TEST DATA SHEET
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APPENDIX J: PLOT OF UNIT LOAD VS. DEFORMATION REQUIRING NO CORRECTION
FM 5-515
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APPENDIX K: PLOT OF UNIT LOAD VS. DEFORMATION REQUIRING CORRECTION FOR
SMALL SURFACE IRREGULARITIES
FM 5-515
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APPENDIX L: PLOT OF UNIT LOAD VS. DEFORMATION REQUIRING CORRECTION FOR
THE CONCAVE UPWARD SHAPE CURVE
FM 5-515
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