General
The minimum specimen
diameter for circular specimens or minimum width for rectangular specimens shall
be 50 mm for specimens from tube samples and 3 in for specimens from
undisturbed block samples. The normal
stress shall be specified by the Owner.
The shearing shall be commenced after the primary consolidation is
complete or 24 hours after the application of normal stress, whichever is
earlier. Shearing shall be performed at
a rate of shear strain low enough to prevent development of pore pressures,
positive or negative.
The rate of shear
shall be subject to approval by the Owner.
Shearing shall be continued to a sufficient horizontal strain to permit
the determination of peak shear strength, and where required by the Owner,
residual (ultimate) shear strength for the fine grained materials. If repeated
direct shear testing is required (see ‘Repeated (Rehearsed) Direct Shear Test’
below, the direct shear testing equipment shall have capability of reversal of
the direction of shearing.
Tests on Undisturbed
Specimens
Consolidated-drained
direct shear tests shall be performed on specimens of fine-grained material
prepared from tube samples, ring samples and undisturbed block samples as
specified by the Owner. If required by the Owner for samples having a
preexisting shear plane, the orientation of the specimen in the testing
apparatus shall be such that shearing is induced along that plane.
The test report shall
include a plot of normal deformation versus logarithm of elapsed time and a
plot of shear stress and normal deformation during shear versus the horizontal
deformation.
Description of the
specimen shall include existence of any weakness plane or shear plane on which
the shear was induced. Plots of normal
stress versus peak (maximum) shear stress and normal stress versus residual
(ultimate) shear shall also be provided.
Tests on Compacted
(Remolded) Specimens
For tests on
compacted material, three consolidated-drained direct shear tests shall be
conducted on different specimens prepared at different normal stress levels
designated by the Owner.
Consolidated-drained direct shear tests shall be performed on specimens
at dry unit weight and moisture content to be specified by the Owner. The
initial dry unit weights shall not vary by more than 15 kg/m3, and the initial
moisture contents shall not vary by more than 1.0 percentage point.
The test report shall
include a plot of normal deformation versus logarithm of elapsed time and a
plot of shear stress and normal deformation during shear versus the horizontal
deformation.
Description of the
nature of the failure surface shall be included. Plot of normal stress versus peak (maximum)
shear stress and normal stress versus residual (ultimate) shear shall also be
provided.
Repeated (Rehearsed)
Direct Shear Test
For some of the
direct shear tests the Owner may request continuation of tests described in
‘test on Undisturbed Specimens’ and ‘Test on Compacted (Remolded) Specimens’ by
repetition of shearing in a manner similar to that described in Appendix IXA of
the U.S. Corps of Engineers Manual EM 1110-2-1906. The rate of shearing shall
be slow enough to preclude development of pore pressure. Unless otherwise
approved by the Owner. A repetition is defined as shearing in each reverse
direction, in excess of the first forward shear test.
The test report shall
include initial moisture content, initial dry unit weight, final moisture
content, final dry unit weight, effective normal stress, residual shear stress,
and cumulative horizontal deformation. Plots of shear stress and normal
deformation versus cumulative horizontal deformation shall be provided. The plots
shall include indication of horizontal deformation at which the shear stress
was reversed.
TRIAXIAL COMPRESSION
TESTS
Unconsolidated-undrained
triaxial compression tests shall be performed on relatively undisturbed and/or
on compacted (remolded) soil samples in accordance with ASTM: D2850, Standard
Test Method for Unconsolidated, Undrained Compressive Strength of Cohesive
Soils in Triaxial Compression, with modifications as described below.
The diameter of the
specimens shall be between 50 mm and 100 mm with height 2 to 2.5 times the
diameter. Tests shall be conducted on samples at natural and/or initial
moisture contents. Strain-controlled testing equipment shall be used. The
confining pressures at which the triaxial compression tests are to be conducted
shall be designated by the Owner. Compression shall be continued until (20)
percent axial strain is reached.
For tests on
relatively undisturbed soil samples, unless otherwise requested by the Owner,
three tests specimens shall be prepared from each selected sample. Using the earlier determined unit weight and
moisture content, the Contractor shall verify that the dry unit weight of the
three specimens do not differ by more than 2 lb/ft3 and the moisture contents
do not differ by larger margins, other samples of similar material from
comparable depths shall be used to select each set of the three tests specimens
of similar dry unit weight and water content.
However, substitution of samples shall be subject to approval by the
Engineer.
For tests on
compacted (remolded) material, three unconsolidated-undrained compression tests
shall be conducted on different specimens prepared so that their dry unit
weights do not differ by more than 2 lb/ft 3 and the initial moisture content
does not differ by more than 1.0 percentage point.
In some of the tests,
the Owner may require that the deviator stress shall be recycled up to five
times so as to obtain hysteresis loops.
Such tests shall be carried out at a strain rate that permits accurate
observation and plots of hysteresis loops.
The deviator stress
range for each loop shall be from zero to about two-thirds of the estimated
maximum strength of the specimen.
Following the completion of the last hysteresis loop, the sample shall
be stressed to 20 percent total axial strain, unless this strain was reached
during an earlier loading cycle.
The test report shall
include initial moisture content, initial dry unit weight, and a plot of
deviator stress versus axial strain for each confining pressure. The test
report shall also provide plots of deviator stress versus axial strain
hysteresis loops.
Consolidated-Undrained
Triaxial Compression Tests
Consolidated-undrained
triaxial compression tests with pore pressure measurement shall be performed on
specimens prepared from relatively undisturbed samples and/or compacted
(remolded) samples as specified by the Owner.
Unless otherwise approved by the Engineer, the test procedure shall
generally follow that outlined in Part II, Section 3 of "The Measurement
of Soil Properties in the Triaxial Test", Second Edition, 1962 by Bishop,
A.W. and Henkel, D.J., Arnold Publishers, London.
Three tests specimens
shall be prepared from each sample selected by
the Owner. Each specimen shall
have a height of 2 to 2.5 times the specimen diameter. The confining pressures shall be specified by
the Owner.
The test specimens
shall first be consolidated at natural moisture content for relatively
undisturbed specimens and at initial compaction moisture content specified by
the Owner for remolded (compacted) specimens.
The specimen volume-change shall be determined by direct measurement
against back pressure, as well as by measurement of the changes in the volume
of the cell fluid. Deader water shall be used as cell fluid. The pore pressure
shall be measured using high air-entry value ceramic disks at one end of the
specimen, while drainage was allowed
from the other end. To accelerate consolidation by radial drainage,
filter strips may be wrapped around the soil specimen. Time versus
consolidation volume change and time versus pore pressure dissipation shall be
recorded.
The specimen which is
not originally under saturated conditions shall then be saturated by back
pressure maintaining the effective cell pressure constant until the Pore
Pressure Coefficient "B" reaches a value of at least 0.95. Volume
changes during saturation shall be recorded and the specimen shall be allowed
to reconsolidate under saturated conditions. Pore pressure generated during
saturation shall be noted and the time rate of consolidation shall be recorded.
The specimen shall
then be subjected to compressive axial stress at a constant rate of strain
sufficiently low to allow 95 percent equalization of excess pore pressure.
Backpressure shall be maintained throughout the test. The rate of strain shall
be subject to approval by the Engineer. The test shall be carried out to (20)
percent axial strain unless the peak deviator stress is clearly established at
a lower strain. Pore pressures shall be measured throughout the test. Care
shall be taken to obtain sufficiently frequent observations to define
accurately the stress-strain and pore pressure-strain curves, including at low
strains.
The test report shall
include moisture contents and dry unit weights (initial, after consolidation,
and final); plots of volume changes and pore pressure dissipation versus
logarithm of elapsed time during consolidation; and plots of deviator stress
and excess pore pressure versus axial strain during axial compression.
Magnitudes of Kempton’s Pore Pressure Coefficients "B" And
"A" shall also be reported. The Contractor shall report the details
of equipment used and the methods adopted to measure pore pressures, volume
changes, axial deformation and axial stress, and the rate of strain used during
compression. The report shall complete with all consolidation,
volume change, pore
pressure and stress/strain data and their appropriate plots together with total
and effective shear strength envelopes for both peak shear strength and shear
strength at (20) percent strain.
Consolidated-Drained
Triaxial Compression Tests
Consolidated-drained
triaxial compression tests shall be performed on specimens prepared from
relatively undisturbed samples and/or compacted (remolded) specimens specified
by the Engineer, unless otherwise approved by the Owner, the test procedure
shall follow that outlined in Section 4, Part III of "The Measurement of
Soil Properties in the Triaxial Test", Second Edition, 1962 by Bishop,
A.W. and Henkel D.J., Arnold Publishers, London.
Three test specimens
shall be prepared from each sample selected by the Owner.
Each specimen shall
have a height of 2 to 2.5 times the specimen diameter. The confining pressures
shall be specified by the Owner. Accurate measurement of volume changes during
consolidation, saturation and axial compression are required. Volume changes
shall be determined by measurement of the changes in the volume of the cell
fluid as well as by directly measuring the inflow into of outflow from the
specimen against back pressure. The specimens shall be consolidated at
confining pressures to be determined as part of the test, specimens shall be
wrapped with filter paper with vertical slots to accelerate consolidation.
Tests shall be
required both on partially saturated and on saturated specimens.
For tests under
partially saturated conditions, the test specimen shall be consolidated under
confining pressures to be specified by the Owner, and shall then be compressed
at a constant rate of strain sufficiently low to prevent any buildup of pore
pressures, either positive or negative.
After consolidation
is completed, back pressure shall be applied in small increments, with
simultaneous rising of the cell pressure, until the Pore Pressure Coefficient
"B" reaches a value of at least 0.95. Saturation shall be achieved by
passing deader water through the specimen. Observations shall be made of flow
quantity and specimen volume change against time, until a constant rate of flow
is achieved and no further volume changes are taken.
For tests in which
determination of permeability is required, the coefficient of permeability
shall be determined from the constant flow rate.
The specimen shall
then be subjected to compressive axial stress at a constant rate of strain
sufficiently low to prevent any buildup of pore pressure, either positive or
negative. The rate of strain shall be subject to approval by the Engineer.
Backpressure shall be maintained throughout
the test. Compression shall be continued until (20)
percent axial strain
is
reached, unless the
peak deviator stress is clearly established at a lower strain. Pore pressures
shall be measured throughout the test. Care shall be taken to obtain
sufficiently frequent observations to define accurately the stress-strain
curves, including at low strains.
The test report shall
include moisture contents and dry unit weights (initial, after the initial
consolidation, after saturation and final); plots of volume changes and pore
pressure dissipation versus logarithm of elapsed time during consolidation; and
plots of deviator stress a volume changes during axial compression. The
Contractor shall give details of equipment used and the methods adopted for
measuring volume changes during consolidation, axial deformation and excess
pore pressure, and the rate of strain used during compression. The report shall
be completed with all consolidation, volume change, pore-water pressure and
stress/strain data and their appropriate plots together with total and effective
shear strength envelopes for both peak shear strength and shear strength at
(20) percent strain.
Multi-Stage Triaxial
Tests
When required or
approved by the Owner, some of the consolidated-undrained and drained triaxial
tests described above shall be carried out by a multi-stage procedure. The
deviator stress shall be plotted as the test progresses, and as soon as it is
determined that the maximum deviator stress has been racked, the compression
stage shall be stopped. The specimen shall then be consolidated at a higher
confining pressure, after which it shall be compressed until the maximum
deviator stress is reached.
If the cumulative
axial strain for the two combined stages does not exceed 12 percent, the
specimen shall then be consolidated at a higher confining pressure and shall
then be compressed until (20) percent axial strain is reached. The confining
pressures for the successive stages shall be the same as if the test were
performed on separate specimens, and the test procedures, rates of strain and
test reports shall be in general as described above for tests on separate
specimens.
Multi-stage tests
shall not be carried out, nor continued if a noticeable shear plane develops
during the firs or second compression stage, or if the cumulative strain
exceeds 8 percent following the first compression or 12 percent following the
second compression.
PERMEABILITY TESTS
When required,
permeability tests shall be performed by the methods described below. In some
of the tests, the Owner may require that
the effluent from the soil sample shall be collected in clean, brown-colored,
sterilized bottles, for performing chemical tests if required by the Owner.
Permeability Test as
a Part of Triaxial Compression Test
Permeability test a part of the triaxial
compression test shall be carried out as described in Section mentioned
above compacted (remolded) granular soils or on low permeability relatively
undisturbed and remolded soil specimens, and shall also comply with the
applicable requirements of the test method ASTM: D2434, Standard Test Method for Permeability of Granular Soils
(Constant Head).
The compacted
(remolded) specimens shall be prepared at initial moisture contents and unit
weights specified by the Owner. Tests on relatively undisturbed samples shall
be carried out at initial natural moisture contents. The height to diameter
ratio of specimens shall be 2 to 2.5. The confining pressures shall be
specified by the Owner. Test specimens shall be saturated by the backpressure
method prior to carrying out the permeability test. A "B" parameter
of 0.95 or greater will be acceptable to indicate saturation. Observations
shall be made of flow quantity until a constant rate of flow is achieved. The
coefficient of permeability shall be determined from the constant flow rate.
Constant-Head
Permeability Test on Granular Soils
Determination of the
coefficient of permeability by a constant-head method for the laminar flow of
water through granular soils shall be in accordance with ASTM: D2434. Permeability
tests shall be performed on specimens of coarse-grained (granular) material
prepared from relatively undisturbed tube and/or block samples, or compacted
(remolded) samples as specified by the Owner. The relatively undisturbed soil
samples shall be tested at initial moisture content and in-situ densities at
which the samples were obtained. The compacted samples shall be prepared at
initial compaction moisture contents and unit weights as specified by the
Owner.
Before permeability
test all test specimens shall be fully saturated by backpressure. For compacted
samples, each test shall consist of three separate determinations of
permeability at initial densities specified by the Owner. The test shall
include determination of the particle size distribution of the tested specimens
by sieve and hydrometer methods.
The test report shall
include details of the specimen preparation, saturation technique, testing
procedure, and equipment used for the tests; initial and final dry unit
weights, initial and final moisture contents; gradation curve; plot of velocity
versus hydraulic gradient covering the ranges of soil identifications and of
densities; and values of coefficients of permeability normalized to 200c.
Variable-Head
Permeability Test on Cohesive Soils
Determination of the
coefficient of permeability by a variable-Head method for the laminar flow of
water through fine-grained soils shall be carried out in accordance with
procedures described in "Soil Testing for Engineers" by T. William
Lambe, John Wiley and Sons, Inc., and shall also comply with the applicable
requirements of the test method ASTM:
D2434 as identified by the Owner.
Variable-Head
permeability tests shall be performed on specimens of fine-grained (cohesive)
material prepared from relatively undisturbed tube and/or block samples, or
compacted (remolded) samples as specified by the Owner. The relatively
undisturbed soil samples shall be tested at initial moisture contents and
in-site densities at which the samples were obtained. The compacted samples
shall be prepared at initial compaction moisture contents and unit weights as
specified by the Owner.
Before permeability
test the specimens shall be saturated by back pressure. Each test on a specimen
shall consist of two independent determinations of coefficients of permeability
by using different initial heads of water. The test shall include determination
of the particle size distribution of the tested specimens by sieve and
hydrometer methods.
The test report shall
include details of the specimen preparation, saturation techniques, testing
procedure, and equipment used for the test; initial and final unit weights,
initial and final moisture contents; gradation curve; plot of velocity versus
hydraulic gradient covering the ranges of soil identifications and of
densities; and values of coefficients of permeability normalized to 200c.
PERMEABILITY TESTS
FOR ROCKS
Determination of the
representative values of the coefficient of permeability of rocks or
well-indurate soils shall be in accordance with ASTM: D4525, Standard Test
Method for Permeability of Rocks by Flowing Air.
The permeability of a
rock sample shall be measured by flowing dry air through the specimen and
measuring the pressure, the flow rate, and the pressure differential of the
air. Three or more tests will be performed on a sample at different mean air
pressure values.
The test report shall
include the testing procedure and equipment used for the test, and the plot of
the measured permeability versus the mean pressure.
DOCUMENTATION AND
SUBMITTALS
Contractor shall
submit documented Quality Control Program. As a minimum, the Program shall
include the followings:
An organization chart including Project
task assignments;
Qualification and training of personnel;
Procedures for identification, control and
storage of Project documents, records and storage and shipping of samples;
Control of measuring and test equipment
including calibration procedures and records of test equipment;
Use of procedures and test methods
conforming to referenced applicable standards and specifications.
Procedures for
providing applicable quality assurance/control requirements to subordinate
organizations performing any portion of this Contract.
PRODUCTION PLAN AND
SCHEDULE
Contractor shall
submit a Production Plan and Schedule as a minimum; the Production Plan and
Schedule shall include the followings:
Description of all tasks;
Descriptions of laboratory procedures,
methods and standards proposed to be used for this contract including all
shippings and storage procedures;
Proposed manpower, geotechnical personnel,
and crews on any part of the Project to satisfactorily perform the work
described in this contract;
Qualifications of all personnel proposed
to be assigned to perform the work described in this contract, including
subcontractors;
List of all proposed testing equipment,
accessories and materials including all supplies;
Proposed schedule for laboratory testing,
including all works to perform the complete work described in this contract in
a timely manner.
Proposed work shifts,
if any, and their relations to overall project schedule.
PRESENTATION OF RESULTS
AND LABORATORY TESTING DOCUMENTS
The results of the
tests shall be transmitted to the Owner in preliminary form as soon as they
become available, on typically once per week basis. The Owner will also require periodic progress
reports by telephone. Close communication between the Contractor and the Owner
will be required at all stages of the work.
Upon completion of the testing program, the Contractor shall present a
detailed report as described below.
The presentation of
results of each test shall include borehole or test trench/test pit number,
sample number and depth, soil classification and such other information as is
required in the specification for each type of test.
All laboratory
testing records and documents shall be in accordance with Subsection ‘Reports’.
For test results
shown in graphical form, the scale of graph axis shall be selected to provide
as clear and accurate as possible presentation of the results. Contractor's standard laboratory test forms
shall be modified or replaced if necessary to achieve this requirement. All
test forms shall be subject to approval by the Owner.
At the end of the
contract period, all samples results and laboratory documents shall be handed
over to the Owner.
REPORTS
The Contractor shall
furnish the Owner with weekly progress reports including the preliminary test
results with a notation verifying that the work performed complies with the
requirements of the quality assurance/control program. The Owner may also require intermediate
progress results by telephone.
Within approximately
(10) days after completion of the laboratory testing program, the contractor
shall submit to the Owner (2) copies of a reproducible typed draft Data
Report. The report shall include but
shall not be limited to the following items:
Complete results of
all laboratory testing including data plots and summary tables.
Reference to
procedures used, with full descriptions of those procedures which differ from
ASTM or other specified standards.
Statement certifying
that all works were done under qualified supervision using calibrated
equipment, and that all the original data sheets and computations are available
in the Contractor's files for review.
The Draft Data Report
will be reviewed by the Owner, and shall be finalized by the Contractor within
(15) calendar days after the Engineer's review. The Contractor shall provide
(6) copies of a reproducible typed Final Data Report. The final version of the
Data Report shall incorporate Owner’s review comments where appropriate.
RECORD KEEPING
Pertinent records of
laboratory activities shall be maintained and reported to the Owner as work
progresses, and shall be verified as complete. Specific requirements are noted
throughout this Specification.
Any unusual
circumstances or nonconformance encountered during laboratory activities shall
be recorded and reported to the Owner.
The Contractor shall
maintain appropriate quality assurance/control records that furnish evidence of
the quality of services and activities.
The Contractor shall
not dispose any of these nonpermanent records until the Owner has been advised
in writing which items are to be discarded. The Contractor will then be advised
to discard the item or to ship it to a permanent storage site as designated by
the Owner.
LABORATORY TESTS FOR SOIL AND ROCK SAMPLES
ASTM
|
DESCRIPTION
|
D 421
D 422
D 425
D 427
D 558
D 559
D 560
D 698
D 806
D 854
D1140
D1557
D1558
D1632
D1633
D1634
|
Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determine of Soil Constants
Method for Particle-Size Analysis of Soils
Test Method for Centrifuge Moisture Equivalent of Soils
Test Method for Shrinkage Factors of Soils
Test Methods for Moisture-Density Relations of Soil-Cement Mixtures
Methods for Wetting-and-Drying Tests of Compacted Soil-Cement Mixtures
Methods for Freezing-and-Thawing Tests of Compacted Soil-Cement
Mixtures
Test Methods for Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures Using 5.5-lb Rammer and 12-in. Drop
Test Method for Cement Content of Soil-Cement Mixtures
Test Method for Specific Gravity of Soils
Test Method for Amount of Material in Soils Finer than the No. 200
Sieve
Test Methods for Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures Using 10-lb Rammer and 18-in. Drop
Test Method for Moisture Content Penetration Resistance Relationships
of Fine-Grained Soils
Practice for Making and Curing Soil-Cement Compression and Flexure
Test Specimens in the Laboratory
Test Method for Compressive Strength of Molded Soil-Cement Cylinders
Test Method for Compressive Strength of Soil-Cement Using Portions of
Beams Broken in Flexure (Modified Cube Method)
|
LABORATORY TESTS FOR SOIL AND ROCK SAMPLES
(Continued)
ASTM
|
DESCRIPTION
|
D1635
D1883
D2166
D2168
D2216
D2217
D2325
D2434
D2435
D2487
D2488
D2607
D2664
D2844
D2845
D2850
D2901
D2973
|
Test Method for Flexural Strength of Soil-Cement Using Simple Beam
with Third-Point Loading
Test Method for CBR (California Bearing Ration) of
Laboratory-Compacted Soils
Test Method for Unconfined Compressive Strength of Cohesive Soil
Methods for Calibration of Laboratory Mechanical-Rammer Soil
Compactors
Method for
Laboratory Determination of Water (Moisture) Content of Soil, Rock, and
Soil-Aggregate Mixtures
Practice for Wet Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants
Test Method for
Capillary-Moisture Relationships for Coarse-and Medium-Textured Soils by
Porous-Plate Apparatus
Test
Method for Permeability of Granular Soils (Constant Head)
Test Method for One-Dimensional Consolidation Properties of Soils
Test Method for Classification of Soils for Engineering Purposes
Practice for Description and Identification of Soils (Visual-Manual
Procedure)
Classification of Peats, Mosses, Humus, and Related Products
Test Method for Triaxial Compressive Strength of Undrained Rock Core
Specimens Without Pore Pressure Measurements
Test Method for Resistance R-Value and Expansion Pressure of Compacted
Soils
Method for Laboratory Determination of Pulse Velocities and Ultrasonic
Elastic Constants of Rock
Test Method for Unconsolidated, Undrained Compressive Strength of
Cohesive Soils in Triaxial Compression
Test Method for Cement Content of Freshly Mixed Soil-Cement
Test Method for Total Nitrogen in Peat Materials
|
LABORATORY TESTS FOR SOIL AND ROCK SAMPLES
(Continued)
ASTM |
DESCRIPTION
|
D2974
D2976
D2977
D2978
D2980
D3080
D3148
D3152
D3155
D3551
D3668
D4015
D4016
D4083
D4186
D4219
D4220
D4221
|
Test Methods for Moisture, Ash, and Organic Matter of Peat and Other
Organic Soils
Test Method for pH of Peat Materials
Test Method for Particle Size Range of Peat Materials for
Horticultural Purposes
Test Method for Volume of Processed Peat Materials
Test Method for Volume Weights, Water-Holding Capacity, and Air
Capacity of Water-Saturated Peat Materials
Method for Direct Shear Test of Soils Under Consolidated Drained
Conditions
Test Method for Elastic Module of Intact Rock Core Specimens in
Unixial Compression
Test Method for Capillary-Moisture Relationships for Fine-Textured
Soils by Pressure-Membrane Apparatus
Test Method for Lime Content of Uncured Soil-Lime Mixtures
Method for Laboratory Preparation of Soil-Line Mixtures Using a
Mechanical Mixer
Test Method for Bearing Ratio of Laboratory-Compacted Soil-Lime
Mixture
Test Methods for Modulus and Damping of Soils by the Resonant-Column
Method
Test Methods for for Viscosity of Chemical Grouts by the Brookfield
Viscometer (Laboratory Method)
Practice for Description of Frozen Soils (Visual-Manual Procedure)
Test Method for One-Dimensional Consolidation Properties of Soils
Using Controlled-Strain Loading
Test Method for Unconfined Compressive Strength Index Test of
Chemical-Grouted Soils
Practices for Preserving and Transporting Soil Samples
Test Method for Dispersive Characteristics of Clay Soil by Double
Hydrometer
|
LABORATORY TESTS FOR SOIL AND ROCK SAMPLES
(Continued)
ASTM
|
DESCRIPTION
|
D4253
D4254
D4318
D4319
D4320
D4341
D4373
D4380
D4381
D4404
D4405
D4406
D4427
D4452
D4511
D4525
D4531
D4535
|
Test Methods for Maximum Index Density of Soils Using a Vibratory
Table
Test Methods for Minimum Index Density of Soils and Calculation of
Relative Density
Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
Test Method for Distribution Rations by the Short-Term Batch Method
Method for Laboratory Preparation of Chemically Grouted Soil Specimens
for Obtaining Design Strength Parameters
Test Method for Creep of Cylindrical Hard Rock Core Specimens in
Unixial Compression
Test Method for Calcium Carbonate Content of Soils
Test Method for Density of Benton tic Slurries
Test Method for Sand Content by Volume of Benton tic Slurries
Test Method for Determination of Pore Volume and Pore Volume
Distribution of Soil and Rock by Mercury Intrusion Porosimetry
Test Method for Creep of Cylindrical Soft Rock Core Specimens in
Unixial Compression
Test Method for Creep of Cylindrical Rock Core Specimens in Triaxial
Compression
Classification of Peat Samples by Laboratory Testing
Methods for X-Ray Radiography of Soil Samples
Test Method for Hydraulic Conductivity of Essentially Saturated Peat
(Constant Head)
Test Method for Permeability of Rocks by Flowing Air
Test Method for Bulk Density of Peat and Peat Products
Test Methods for Measurement of Thermal Expansion of Rock Using a
Dilatometer
|
LABORATORY TESTS FOR SOIL AND ROCK SAMPLES
(Continued)
ASTM
|
DESCRIPTION
|
D4542
D4543
D4546
D4609
D4611
D4612
D4633
D4643
D4644
D4647
|
Test Method for Pore Water Extraction and Determination of the Soluble
Salt Content of Soils by Refractometer
Practice for Preparing Rock Core Specimens and Determining Dimensional
and Shape Tolerances
Test Methods for One-Dimensional Swell or Settlement Potential of
Cohesive Soils
Guide for Screening Chemicals for Soil Stabilization
Test Method for Specific Heat of Rock and Soil
Practice for Thermal Diffusivity of Rocks
Test Method for Stress Wave Energy Measurement for Dynamic
Penetrometer Testing Systems
Test Method for Determination of Water (Moisture) Content of Soil by
the Microwave Oven Method
Test Method for Slake Durability of Shales and Similar Weak Rocks
Test Method for
Identification and Classification of Dispersive Clay Soils by the Pinhole
Test
|
D4648
D4718
D4753
G 51
|
Test Method for Laboratory Miniature Vane Shear Test for Saturated
Fine-Grained Clayey Soil
Practice for Correction of Unit Weight and Water Content for Soils
Containing Oversize Particles
Specification for Evaluating, Selecting, and Specifying Balances and
Scales for Use in Soil and Rock Testing
Test Method for pH of Soil for Use in Corrosion Testing
|