ASTM D7207-05

Standard Test Method for Determination of Unvegetated Rolled Erosion Control Product (RECP) Ability to Protect Sand from Hydraulically-Induced Shear Stresses under Bench-Scale Conditions (Withdrawn 2014)

SIGNIFICANCE AND USE
This index test method indicates an unvegetated RECP’s ability to reduce soil erosion caused by shear stress induced by moving water under bench-scale conditions. Only tangential shear is measured in this method. Radial and uplift forces generated by the circular motion of the water are not measured.
This test method is bench-scale and therefore, appropriate as an index test for general soil/product composite behavior under hydraulic shear conditions, and for product quality assurance/conformance testing. The results of this test shall not be interpreted as indicative of field performance.
SCOPE
1.1 This index test method establishes the guidelines, requirements and procedures for evaluating the ability of unvegetated Rolled Erosion Control Products (RECPs) to protect soil (sand) from hydraulically induced shear stress in a bench-scale apparatus.
1.2 This index test method utilizes bench-scale testing procedures and shall not be interpreted as indicative of field performance.
1.3 This index test is not intended to replace full-scale simulation or field testing in acquisition of performance values that are required in the design of erosion control measures utilizing unvegetated RECPs.
1.4 The values stated in SI units are to be regarded as standard. The inch-pound values given in parentheses are provided for information purposes only.
This standard does not purport to address all of the safety concerns, 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.
WITHDRAWN RATIONALE
This index test method establishes the guidelines, requirements and procedures for evaluating the ability of unvegetated Rolled Erosion Control Products (RECPs) to protect soil (sand) from hydraulically induced shear stress in a bench-scale apparatus.
Formerly under the jurisdiction of Committee D18 on Soil and Rock, this test method was withdrawn in February 2014 in accordance with section 10.6.3 of the Regulations Governing ASTM Technical Committees, which requires that standards shall be updated by the end of the eighth year since the last approval date.

General Information

• Status: Withdrawn
• Publication Date: 31-Oct-2005
• Withdrawal Date: 06-Feb-2014
• ICS: 13.080.05 - Examination of soils in general
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.25 - Erosion and Sediment Control Technology

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: D7207 − 05
StandardTest Method for
Determination of Unvegetated Rolled Erosion Control
Product (RECP) Ability to Protect Sand from Hydraulically-
Induced Shear Stresses under Bench-Scale Conditions
This standard is issued under the fixed designation D7207; 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 (´) indicates an editorial change since the last revision or reapproval.
1. Scope D6460 Test Method for Determination of Rolled Erosion
Control Product (RECP) Performance in Protecting
1.1 This index test method establishes the guidelines, re-
Earthen Channels from Stormwater-Induced Erosion
quirements and procedures for evaluating the ability of unveg-
etated Rolled Erosion Control Products (RECPs) to protect soil
3. Terminology
(sand) from hydraulically induced shear stress in a bench-scale
3.1 For definitions of terms used in this method, see
apparatus.
Terminology D653.
1.2 This index test method utilizes bench-scale testing
procedures and shall not be interpreted as indicative of field
4. Summary of Test Method
performance.
4.1 Soil cores consisting of containers with bare soil and/or
1.3 This index test is not intended to replace full-scale
RECP-protected soil are immersed in water and subjected to
simulation or field testing in acquisition of performance values
shear stresses caused by the rotation of an impeller with three
that are required in the design of erosion control measures
blades. At a minimum, testing of containers with bare soil
utilizing unvegetated RECPs.
should be performed when a new or renewed soil stockpile is
1.4 The values stated in SI units are to be regarded as used.
standard. The inch-pound values given in parentheses are
4.2 The amount of soil that erodes at each of three shear
provided for information purposes only.
stress levels is measured.
1.5 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the 5. Significance and Use
responsibility of the user of this standard to establish appro-
5.1 ThisindextestmethodindicatesanunvegetatedRECP’s
priate safety and health practices and determine the applica-
ability to reduce soil erosion caused by shear stress induced by
bility of regulatory limitations prior to use.
moving water under bench-scale conditions. Only tangential
shear is measured in this method. Radial and uplift forces
2. Referenced Documents
generatedbythecircularmotionofthewaterarenotmeasured.
2.1 ASTM Standards:
5.2 This test method is bench-scale and therefore, appropri-
D653 Terminology Relating to Soil, Rock, and Contained
ate as an index test for general soil/product composite behavior
Fluids
under hydraulic shear conditions, and for product quality
D698 Test Methods for Laboratory Compaction Character-
assurance/conformance testing.The results of this test shall not
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600
be interpreted as indicative of field performance.
kN-m/m ))
D4354 Practice for Sampling of Geosynthetics for Testing
6. Apparatus
6.1 The shear stress test apparatus includes a shear tank,
false floor with test wells, transition cover plate, and motor-
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
driven impeller. (See Fig. 1.)
Rock and is the direct responsibility of Subcommittee D18.25 on Erosion and
6.1.1 Shear Tank—A cylindrical tank of sufficient diameter
Sediment Control Technology.
anddepthtodevelopthedesiredshearlevels.(SeeFig.1foran
Current edition approved Nov. 1, 2005. Published December 2005. DOI:
10.1520/D7207-05.
example.)
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
6.1.2 False Floor—A false floor shall be positioned in the
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
tank with at least three test wells cut into the false floor to hold
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website. soil cores. When soil cores are placed in the wells, the soil
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D7207 − 05
surfaces must be flush with the false floor surface. (See Fig. 1.)
D7207 − 05
FIG. 1 Example of a Low-Shear Bench-Scale Laboratory Test Apparatus
6.1.3 Motor-driven Impeller Assembly— The impeller mo- sufficient revolutions per minute (RPMs) to develop the nec-
tor shall be capable of driving the impeller assembly at essary shear stresses. The blades of the three-blade impeller
D7207 − 05
level during weighing.Asimilar weighing is done at the end of the test to
must be sufficiently long enough to extend to within 25 mm (1
facilitate the determination of soil loss during the test.
in.) of the side of the tank. The impeller is mounted in the tank
so that the lower edge of the blades is 115 mm 6 1 cm (4.5 6
8.2.1.3 Calculate the Submerged Mass of the Soil (SM)in
s
0.4 in.) above the false floor of the tank in which the test cores
each core by subtracting the submerged weight of the empty
are seated during testing. (See Fig. 1.)The apparatus should be
core from the submerged weight of the soil-filled core and
capable of producing shear stresses in 24 Pascal (pa) (0.5
record to 60.01 g.
pounds/square foot (psf)) increments below, near, and above
8.2.1.4 Calculate the Core linear Density (C ) by dividing
d
expected target shear stress levels.
the SM by the unit length of the core and record in g/mm).
s
NOTE 1—The shear stress apparatus shown in Fig. 1 has been found
8.3 Test Operation and Data Collection :
sufficient for achieving shear stresses between 24 and 72 pa (0.5 and 1.5
psf) usinga2hp motor on many degradable RECPs. A larger tank, 1.83
8.3.1 Place three prepared and weighed soil cores in the test
m (6 ft) diameter with 0.6 (2 ft) depth of water over the pots has been able
wells of the false floor.When soil cores are placed in the wells,
to achieve shear stresses as high as 0.4 kPa (8 psf) on rough RECPs.
the soil surfaces must be flush with the false floor surface.
6.1.4 Soil Cores—Consist of water-tight containers nomi-
8.3.2 ForRECPtesting,placetheRECPovertheentirefalse
nally 200 6 10 mm (8 6 0.4 in.) inside diameter plastic pipe
floor and hold it in place on the soil core surfaces by covering
section cylinders with height of 100 6 10 mm (4 6 0.4 in.)
it with a 1.0 mm (0.038 in.) cover plate. The cover plate shall
holding soil and test specimens.
have arc or trapezoidal-shaped openings approximately equal
7. Sampling
to the diameter of the test cores in width (the radial direction)
and approximately 75 mm (3.0 in.) larger in length (both
7.1 Take lot samples as directed in Practice D4354. The
2 2
upstream and downstream circumferentially) than the diameter
laboratory sample should be at least 2 m (6.5 ft ).
of the test cores to completely expose the protected soil
7.2 Cut a single semi-circular specimen having a diameter
surfaces of the cores. (See Fig. 1.) Firmly secure the cover
50 mm (2 in.) less than the tank diameter from the roll sample.
plate to the false floor to prevent the RECP from being pulled
This should be of sufficient size to cover half of the entire false
out from beyond the exposed surface. The specimen should be
floor and three soil cores when seated in the test wells. If a
marked to facilitate identification of any slippage from beneath
sufficiently large sample is not available, smaller specimens
the cover plate. Any slippage shall be noted.
may be used as long as they completely cover the soil pot and
8.3.3 Fill the tank with water so that the impeller blades are
extend far enough under the cover plate to be firmly secured so
covered.Aline should designate the initial height of water. Fill
as not to pull free under anticipated shear forces.
in such a way that the water does not disturb the surface of the
8. Procedure
RECP/soil.
8.1 Calibration of Test Apparatus :
8.3.4 Activate the shear stress apparatus to rotate the impel-
8.1.1 Calibration of the apparatus determines the impeller
ler assembly at the RPM level determined from the calibration
motor setting and associated revolutions per minute that exerts
procedures necessary to achieve the target shear stress. Unless
thedesiredtractiveforceonthetestsurfaces.SeeAnnexA1for
otherwise agreed to between the testing laboratory and user of
calibration guidance.
the test, the RECP / bare soil control cores shall be subjected
8.1.2 At a minimum, calibration should be conducted for
to a minimum of three flow tests at three different shear stress
each RECP tested and each time a new soil stockpile is used.
levels to encompass the shear stress at which 13 mm (0.5 in.)
of soil loss will occur in the test cores.
8.2 Test Set-up:
8.2.1 Prepare nine soil cores for each RECPto be tested and
NOTE 4—Commonly in channel erosion testing, 13 mm (0.5 in.) of soil
nine bare-soil control cores.
loss is considered a point of maximum allowable soil loss. Therefore, it is
8.2.1.1 Fill and compact the cores flush with soil. Unless
recommended that the first test run be at a shear stress level sufficient to
otherwise requested, compact soil to 90 6 3 % of Standard
invoke approximately 13 mm (0.5 in.) of soil loss from the soil core. This
may be accomplished by selecting a shear stress at or near the RECP’s
Proctor densi
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