ASTM D2166 Compresión No Confinada en Suelo Cohesivo
ASTM D2166 Compresión No Confinada en Suelo Cohesivo
ASTM D2166 Compresión No Confinada en Suelo Cohesivo
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D2166/D2166M − 13
the test specimen shall be smaller than one tenth of the providing it is representative of the failed intact specimen. In
specimen diameter. For specimens having a diameter of 72 mm the case of failed intact specimens, wrap the material in a thin
[2.8 in.] or larger, the largest particle size shall be smaller than rubber membrane and work the material thoroughly with the
one sixth of the specimen diameter. If, after completion of a fingers to assure complete remolding. Avoid entrapping air in
test on an intact specimen, it is found, based on visual the specimen. Exercise care to obtain a uniform density, to
observation, that larger particles than permitted are present, remold to the same void ratio as the intact specimen, and to
indicate this information in the remarks section of the report of preserve the natural water content of the soil. Form the
test data (Note 5). The height-to-diameter ratio shall be disturbed material into a mold of circular cross section having
between 2 and 2.5. Determine the average height and diameter dimensions meeting the requirements of 7.1. After removal
of the test specimen using the apparatus specified in 6.4. Take from the mold, determine the mass and dimensions of the test
a minimum of three height measurements (approximately 120° specimens.
apart), and at least three diameter measurements at approxi-
7.4 Reconstituted Specimens—Specimens shall be prepared
mately the quarter points of the height.
to the predetermined water content and density prescribed by
NOTE 5—If large soil particles are found in the specimen after testing, the individual assigning the test (Note 6). After a specimen is
a particle-size analysis performed in accordance with Test Method D6913 formed, trim the ends perpendicular to the longitudinal axis,
may be performed to confirm the visual observation and the results remove from the mold, and determine the mass and dimensions
provided with the test report.
of the test specimen.
7.2 Intact Specimens—Prepare intact specimens from large
samples or from samples secured in accordance with Practice NOTE 6—Experience indicates that it is difficult to compact, handle, and
obtain valid results with specimens that have a degree of saturation that is
D1587 and preserved and transported in accordance with the greater than 90 %.
practices for Group C samples in Practices D4220. Tube
specimens may be tested without trimming except for the 8. Procedure
squaring of ends, if conditions of the sample justify this
procedure. Handle specimens carefully to reduce the potential 8.1 Place the specimen in the loading device so that it is
for additional disturbance, changes in cross section, or loss of centered on the bottom platen. Adjust the loading device
water content. If compression or any type of noticeable carefully so that the upper platen just makes contact with the
disturbance would be caused by the extrusion device, split the specimen. Zero the deformation indicator or record the initial
sample tube lengthwise or cut it off in small sections to reading of the electronic deformation device. Apply the load so
facilitate removal of the specimen with minimal disturbance. as to produce an axial strain at a rate of 1⁄2 to 2 % ⁄min. Record
Prepare carved specimens with minimal disturbance, and load, deformation, and time values at sufficient intervals to
whenever possible, in a humidity-controlled room. Make every define the shape of the stress-strain curve (usually 10 to 15
effort to prevent a change in water content of the soil. points are sufficient). The rate of strain should be chosen so that
Specimens shall be of uniform circular cross section with ends the time to failure does not exceed about 15 min (Note 7).
perpendicular to the longitudinal axis of the specimen. When Continue loading until the load values decrease with increasing
carving or trimming, remove any small pebbles or shells strain, or until 15 % strain is reached. Indicate the rate of strain
encountered. Carefully fill voids on the surface of the specimen in the report of the test data, as required in 10.3.6. Determine
with remolded soil obtained from the trimmings. When pebbles the water content of the test specimen using the entire
or crumbling result in excessive irregularity at the ends, cap the specimen, unless representative trimmings are obtained for this
specimen with a minimum thickness of plaster of paris, purpose, as in the case of intact specimens. Indicate on the test
hydrostone, or similar material. When sample condition report whether the water content sample was obtained before or
permits, a vertical lathe that will accommodate the total sample after the shear test, as required in 10.3.1.
may be used as an aid in carving the specimen to the required NOTE 7—Softer materials that will exhibit larger deformation at failure
diameter. Where prevention of the development of appreciable should be tested at a higher rate of strain. Conversely, stiff or brittle
capillary forces is deemed important, seal the specimen with a materials that will exhibit small deformations at failure should be tested at
rubber membrane, thin plastic coatings, or with a coating of a lower rate of strain.
grease or sprayed plastic immediately after preparation and 8.2 Make a sketch, or take a photo, of the test specimen at
during the entire testing cycle. Determine the mass and failure showing the slope angle of the failure surface if the
dimensions of the test specimen. If the specimen is to be angle is measurable.
capped, its mass and dimensions should be determined before
capping. If the entire test specimen is not to be used for 8.3 A copy of a example data sheet is included in Appendix
determination of water content, secure a representative sample X1. Any data sheet can be used, provided the form contains all
of trimmings for this purpose, placing them immediately in a the required data.
covered container. The water content determination shall be
performed in accordance with Test Method D2216. Initial dry 9. Calculation
density determination shall be performed in accordance with 9.1 Calculate the axial strain, ε1, to the nearest 0.1 %, for a
Test Method D7263. given applied load, as follows:
7.3 Remolded Specimens—Specimens may be prepared ei- ∆L
ε 15 3 100
ther from a failed intact specimen or from a disturbed sample, L0
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D2166/D2166M − 13
where: 10.3.4 Average height and diameter of specimen,
∆L = length change of specimen as read from deformation 10.3.5 Height-to-diameter ratio,
indicator or computed from the electronic device, mm 10.3.6 Average rate of strain to failure, %,
[in.], and 10.3.7 Strain at failure, %,
L0 = initial length of test specimen, mm [in.]. 10.3.8 Liquid and plastic limits, if determined, in accor-
dance with Test Method D4318,
9.2 Calculate the average cross-sectional area, A, for a given
10.3.9 Failure sketch or photo,
applied load, as follows:
10.3.10 Stress-strain graph, if prepared,
A0 10.3.11 Sensitivity, if determined,
A5
S 12
ε1
100 D 10.3.12 Particle size analysis, if determined, in accordance
with Test Method D6913, and
where: 10.3.13 Remarks—Note any unusual conditions or other
data that would be considered necessary to properly interpret
A0 = initial average cross-sectional area of the specimen,
the results obtained, for example, slickensides, stratification,
mm2 [in.2], and
ε1 = axial strain for the given load, expressed as a percent. shells, pebbles, roots, or brittleness, the type of failure (that is,
bulge, diagonal shear, etc.).
9.3 Calculate the compressive stress, σc, to three significant
figures or nearest 1 kPa [0.01 ton/ft2], for a given applied load, 11. Precision and Bias
as follows: 11.1 Precision—Criteria for judging the acceptability of test
σ c 5 ~ P/A ! results obtained by this test method on rigid polyurethane foam
(density about 0.09 g/cm3) is given in Table 1. These estimates
where:
of precision are based on the results of the interlaboratory
P = given applied load, kN [lbf], program conducted by the ASTM Reference Soils and Testing
A = corresponding average cross-sectional area mm2 [in.2]. Program.3 The precision estimates will vary with the material/
9.4 Graph—If desired, a graph showing the relationship soil type being tested, and judgement is required when apply-
between compressive stress (ordinate) and axial strain (ab- ing these estimates to soil.
scissa) may be plotted. Select the maximum value of compres- 11.1.1 The data in Table 1 are based on three replicate tests
sive stress, or the compressive stress at 15 % axial strain, performed by each test laboratory. The single-operator and
whichever is secured first, and report as the unconfined multilaboratory standard deviation shown in Table 1, Column
compressive strength, qu. Whenever it is considered necessary 4, were obtained in accordance with Practice E691. Results of
for proper interpretation, include the graph of the stress-strain two properly conducted tests performed by the same operator
data as part of the data reported.
9.5 If both the intact and remolded compressive strengths
3
are measured, determine the sensitivity, ST, as follows: Supporting data have been filed at ASTM International Headquarters and may
be obtained by requesting Research Report RR:D18-1014. Contact ASTM Customer
q u ~ intact specimen! Service at service@astm.org.
ST 5
q u ~ remolded specimen!
TABLE 1 Summary of Test Results from Each Laboratory
10. Report: Test Data Sheet(s)/Form(s) (Compressive Strength Data on Rigid Polyurethane Foam
10.1 The methodology used to specify how data are re- (density about 0.09 g/cm3))
corded on the test data sheet(s)/form(s), as given below, is (1) (2) (3) (4) (5)
Number of Acceptable
covered in 1.5. Triplicate Test
Test Average Standard
Range of Two
ParameterA ValueB DeviationC
10.2 Record as a minimum the following general informa- Laboratories ResultsD
Single-Operator Results (Wiithin-Laboratory Repeatability):
tion (data): 22 Strength, kPa 989 42 120
10.2.1 Identification and visual description of the specimen, 22 Strain, % 4.16 0.32 0.9
including soil classification, symbol, and whether the specimen Multilaboratory Results (Between- Laboratory Reproducibility):
22 Strength, kPa 989 53 150
is intact, remolded, reconstituted, etc. Also include specimen 22 Strain, % 4.16 0.35 1.0
identifying information, such as project, location, boring A
Strength = peak compressive stress and strain = axial strain at peak compressive
number, sample number, depth, etc. Visual descriptions shall stress.
B
be made in accordance with Practice D2488. The number of significant digits and decimal places presented are representative
of the input data. In accordance with Practice D6026, the standard deviation and
10.3 Record as a minimum the following test data: acceptable range of results can not have more decimal places than the input data.
C
10.3.1 Initial dry density and water content (specify if the Standard deviation is calculated in accordance with Practice E691 and is
referred to as the 1s limit.
water content specimen was obtained before or after shear, and D
Acceptable range of two results is referred to as the d2s limit. It is calculated as
whether from trimmings or the entire specimen), 1.960œ2·1s, as defined by Practice E177. The difference between two properly
10.3.2 Degree of saturation (Note 8), if computed, conducted tests should not exceed this limit. The number of significant digits/
decimal places presented is equal to that prescribed by this test method or
NOTE 8—The specific gravity determined in accordance with Test Practice D6026. In addition, the value presented can have the same number of
Method D854 is required for calculation of the degree of saturation. decimal places as the standard deviation, even if that result has more significant
digits than the standard deviation.
10.3.3 Unconfined compressive strength and shear strength,
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D2166/D2166M − 13
on the same material, using the same equipment, and in the 11.2 Bias—There is no accepted reference value for this test
shortest practical period of time should not differ by more than method, therefore, bias cannot be determined.
the single-operator d2s limits shown in Table 1, Column 5. For
definition of d2s see Footnote D in Table 1. Results of two 12. Keywords
properly conducted tests performed by different operators and
12.1 cohesive soil; sensitivity; strain-controlled loading;
on different days should not differ by more than the multilabo-
strength; stress-strain relationships; unconfined compression
ratory d2s limits shown in Table 1, Column 5.
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APPENDIX
(Nonmandatory Information)
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SUMMARY OF CHANGES
Committee D18 has identified the location of selected changes to this standard since the last issue (D2166 –
06) that may impact the use of this standard. (Approved May 15, 2013.)
(1) Updated units of measurement in 1.6 and throughout. (4) Revised 6.1 to be consistent with 9.3.
(2) Revised Sections 3 and 10. (5) Added reference to D7263 in Section 2.1 and 7.2.
(3) Added Section 4. (6) Corrected 9.2 for consistency.
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