ASTM D2434-68(2000)
(Test Method)Standard Test Method for Permeability of Granular Soils (Constant Head)
Standard Test Method for Permeability of Granular Soils (Constant Head)
SCOPE
1.1 This test method covers the determination of the coefficient of permeability by a constant-head method for the laminar flow of water through granular soils. The procedure is to establish representative values of the coefficient of permeability of granular soils that may occur in natural deposits as placed in embankments, or when used as base courses under pavements. In order to limit consolidation influences during testing, this procedure is limited to disturbed granular soils containing not more than 10% soil passing the 75-[mu]m (No. 200) sieve.
1.2 This standard does not purport to address all of the safety problems, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.
General Information
Relations
Standards Content (Sample)
NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation:D 2434–68(Reapproved2000)
Standard Test Method for
Permeability of Granular Soils (Constant Head)
This standard is issued under the fixed designation D 2434; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.
e NOTE—Editorial changes were made and Section 10 added editorially in September 1993.
1. Scope 3.1.4 Direct proportionality of velocity of flow with hydrau-
lic gradients below certain values, at which turbulent flow
1.1 This test method covers the determination of the coef-
starts.
ficient of permeability by a constant-head method for the
3.2 All other types of flow involving partial saturation of
laminar flow of water through granular soils. The procedure is
soil voids, turbulent flow, and unsteady state of flow are
to establish representative values of the coefficient of perme-
transient in character and yield variable and time-dependent
ability of granular soils that may occur in natural deposits as
coefficients of permeability; therefore, they require special test
placed in embankments, or when used as base courses under
conditions and procedures.
pavements. In order to limit consolidation influences during
testing, this procedure is limited to disturbed granular soils
4. Apparatus
containing not more than 10 % soil passing the 75-µm (No.
4.1 Permeameters, as shown in Fig. 1, shall have specimen
200) sieve.
cylinders with minimum diameters approximately 8 or 12
1.2 This standard does not purport to address all of the
times the maximum particle size in accordance with Table 1.
safety problems, if any, associated with its use. It is the
The permeameter should be fitted with: ( 1) a porous disk or
responsibility of the user of this standard to establish appro-
suitable reinforced screen at the bottom with a permeability
priate safety and health practices and determine the applica-
greater than that of the soil specimen, but with openings
bility of regulatory limitations prior to use.
suffıciently small (not larger than 10% finer size) to prevent
2. Referenced Documents movement of particles; (2) manometer outlets for measuring
the loss of head, h, over a length, l, equivalent to at least the
2.1 ASTM Standards:
2 diameter of the cylinder; (3) a porous disk or suitable
D 422 Test Method for Particle-Size Analysis of Soils
reinforced screen with a spring attached to the top, or any
D 4253 TestMethodsforMaximumIndexDensityandUnit
3 other device, for applying a light spring pressure of 22 to 45-N
Weight of Soils Using a Vibratory Table
(5 to 10-lbf) total load, when the top plate is attached in place.
D 4254 Test Methods for Minimum Index Density of Soils
3 Thiswillholdtheplacementdensityandvolumeofsoilwithout
and Calculation of Relative Density
significant change during the saturation of the specimen and
3. Fundamental Test Conditions thepermeabilitytestingtosatisfytherequirementprescribedin
3.1.1.
3.1 The following ideal test conditions are prerequisites for
4.2 Constant-Head Filter Tank, as shown in Fig. 1, to
the laminar flow of water through granular soils under
supply water and to remove most of the air from tap water,
constant-head conditions:
fitted with suitable control valves to maintain conditions
3.1.1 Continuity of flow with no soil volume change during
described in 3.1.2.
a test,
3.1.2 Flow with the soil voids saturated with water and no
NOTE 1—De-aired water may be used if preferred.
air bubbles in the soil voids,
4.3 Large Funnels, fitted with special cylindrical spouts 25
3.1.3 Flow in the steady state with no changes in hydraulic
mm (1 in.) in diameter for 9.5-mm ( ⁄8-in.) maximum size
gradient, and
particles and 13 mm ( ⁄2 in.) in diameter for 2.00-mm (No. 10)
maximum size particles. The length of the spout should be
greater than the full length of the permeability chamber—at
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
Rock and is the direct responsibility of Subcommittee D18.04 on Hydrologic
least 150 mm (6 in.).
Properties of Soil and Rocks.
4.4 Specimen Compaction Equipment —Compaction
Current edition approved Sept. 13, 1968. Originally issued 1965. Replaces
equipmentasdeemeddesirablemaybeused.Thefollowingare
D2434–65T.
suggested: a vibrating tamper fitted with a tamping foot 51 mm
Annual Book of ASTM Standards, Vol 04.08.
Discontinued—See 1983 Annual Book of ASTM Standards, Vol 04.08.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D 2434–68 (2000)
FIG. 1 Constant-Head Permeameter
TABLE 1 Cylinder Diameter
Minimum Cylinder Diameter
Maximum Particle Size
Less than 35 % of Total Soil Retained on Sieve Opening More than 35 % of Total Soil Retained on Sieve Opening
Lies Between Sieve Openings
3 3
2.00-mm (No. 10) 9.5-mm ( ⁄8-in.) 2.00-mm (No. 10) 9.5-mm ( ⁄8-in.)
2.00-mm (No. 10) and 9.5-mm 76 mm (3 in.) . 114 mm (4.5 in.) .
( ⁄8 in.)
9.5-mm ( ⁄8-in.) and 19.0-mm . 152 mm (6 in.) . 229 mm (9 in.)
( ⁄4 in.)
(2 in.) in diameter; a sliding tamper with a tamping foot 51 mm 200) sieve and equal to an amount sufficient to satisfy the
(2 in.) in diameter, and a rod for sliding weights of 100 g (0.25 requirements prescribed in 5.2 and 5.3, shall be selected by the
lb) (for sands) to 1 kg (2.25 lb) (for soils with a large gravel method of quartering.
content), having an adjustable height of drop to 102 mm (4 in.) 5.2 Asieve analysis (see Method D 422) shall be made on a
for sands and 203 mm (8 in.) for soils with large gravel representative sample of the complete soil prior to the perme-
contents. ability test. Any particles larger than 19 mm ( ⁄4 in.) shall be
4.5 Vacuum Pump or Water-Faucet Aspirator, for evacuat- separated out by sieving (Method D 422). This oversize mate-
ing and for saturating soil specimens under full vacuum (see rial shall not be used for the permeability test, but the
Fig. 2). percentage of the oversize material shall be recorded.
4.6 Manometer Tubes, with metric scales for measuring
NOTE 2—In order to establish representative values of coefficients of
head of water.
permeabilities for the range that may exist in the situation being
4.7 Balance, of 2-kg (4.4-lb) capacity, sensitive to 1 g
investigated, samples of the finer, average, and coarser soils should be
(0.002 lb).
obtained for testing.
4.8 Scoop, with a capacity of about 100 g (0.25 lb) of soil.
5.3 From the material from which the oversize has been
4.9 Miscellaneous Apparatus—Thermometers, clock with
removed(see5.2),selectbythemethodofquartering,asample
sweep second hand, 250-mL graduate, quart jar, mixing pan,
for testing equal to an amount approximately twice that
etc.
required for filling the permeameter chamber.
5. Sample 6. Preparation of Specimens
5.1 A representative sample of air-dried granular soil, con- 6.1 The size of permeameter to be used shall be as pre-
taining less than 10 % of the material passing the 75-µm (No. scribed in Table 1.
D 2434–68 (2000)
FIG. 2 Device for Evacuating and Saturating Specimen
6.2 Make the following initial measurements in centimetres drawing it toward the center with a single slow motion; this
or square centimetres and record on the data sheet (Fig. 3); the allows the soil to run smoothly from the scoop in a windrow
inside diameter, D, of the permeameter; the length, L, between withoutsegregation.Turnthepermeabilitycylindersufficiently
manometer outlets; the depth, H , measured at four symmetri- for the next scoopful, thus progressing around the inside
cally spaced points from the upper surface of the top plate of perimeter to form a uniform compacted layer of a thickness
the permeability cylinder to the top of the upper porous stone equal to the maximum particle size.
or screen temporarily placed on the lower porous plate or 6.5 Compact successive layers of soil to the desired relative
screen. This automatically deducts the thickness of the upper density by appropriate procedures, as follows, to a height of
porous plate or screen from the height measurements used to about 2 cm (0.8 in.) above the upper manometer outlet.
determine the volume of soil placed in the permeability 6.5.1 Minimum Density (0% Relative Density)—Continue
cylinder. Use a duplicate top plate containing four large placing layers of soil in succession by one of the procedures
symmetrically spaced openings through which the necessary describedin6.4.1or6.4.2untilthedeviceisfilledtotheproper
measurements can be made to determine the average value for level.
H . Calculate the cross-sectional area, A, of the specimen. 6.5.2 Maximum Density (100% Relative Density):
6.3 Take a small portion of the sample selected as pre- 6.5.2.1 Compaction by Vibrating Tamper— Compact each
scribed in 5.3 for water content determinations. Record the layer of soil thoroughly with the vibrating tamper, distributing
weight of the remaining air-dried sample (see 5.3),W , for unit the light tamping action uniformly over the surface of the layer
weight determinations. in a regular pattern. The pressure of contact and the length of
6.4 Place the prepared soil by one of the following proce- time of the vibrating action at each spot should not cause soil
dures in uniform thin layers approximately equal in thickness to escape fr
...
Questions, Comments and Discussion
Ask us and Technical Secretary will try to provide an answer. You can facilitate discussion about the standard in here.