NCD980840409_19931102_Charles Macon Lagoon & Drum_FRBCERCLA RA_Response to Agency Comments - Proposed Supplemental Fieldwork Workplan-OCR

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Macon/Dockery Site NOV O 8 IYYJ
Richmond County, North Carolina SUPfRFllNOSfCflON
November 2, 1993
Ms. Giezelle Bennett
Remedial Project Manager
U. S. EPA, Region IV
345 Courtland Street
Atlanta, GA 30365
Reply to: Technical Committee
c/o David L. Jones
Clark Equipment Company
P. 0. Box 7008
South Bend, IN 46634
Phone: [phone]
Fax: [phone]
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RE: (; NO\I O 8 '.1993 ." Macon/Dockery Site -Cordova, NC · ,,.
Response to October 27, 1993 Agency Comments·:.on the :;,/ ,...c ~ Proposed Supplemental Fieldwork Workplan ~to,._ ,,,J;, -~
Dear Ms. Bennett:
The attached Supplemental Fieldwork Workplan has been revised to include the details
requested in your October 27, 1993 letter regarding the ASTM test method for conducting
infiltration tests.
We trust that this information will allow your approval so that we may begin work on
November 8, 1993 as previously indicated. If there are any questions, please do not
hesitate to contact me or Wayne Barto of de maximis, inc. Thank you.
Sincerely,
g~/~
David L. Jones
Project Coordinator
Macon/Dockery Technical Committee Chairman
lb
att.
cc: Macon/Dockery Technical Committee Members
Wayne Barto, de maximis, inc.
Paul Furtick, RMT, Inc.
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MACON/DOCKERY SITE
SUPPLEMENTAL WORK ACTIVITY
This document was prepared by RMT, Inc. to describe a program of supplemental field work to be
completed at the Macon/Dockery Site. The data acquired during this work will be used to aid site
remedial design activity and to support engineering technical design. We propose mobilizing to the site
to begin field activrties on November 8, 1993. Proposed field activities will include the following:
Drilling, installing and developing one monrtoring well designated MW21 to be a
compliance monitoring location. This monitoring well is proposed to be located at
Upper Macon approximately 200 feet west of the field screening sampling location
designated UM31. This location is illustrated on Figure 1. MW21 will be completed in
a boring drilled using hollow stem auger and pneumatic air hammer drilling techniques.
The well will be constructed of two-inch nominal diameter stainless steel. The well will
be screened at the top of the bedrock surface.
Following installation of monitoring well MW21, ground water samples will be collected
and analyzed for the volatile and semivolatile organic and the inorganic parameters on
the COG list. Both total and dissolved inorganic sample fractions will be collected and
analyzed. Volatile organic compounds will be analyzed using a CLP method for low
concentration analysis to achieve the lowest method detection levels possible.
An in situ hydraulic conductivity test will be performed following development of the
newly installed monrtoring well MW21. Additionally, in-situ hydraulic conductivity tests
will be conducted at existing piezometer locations UMPZ01 and UMPZ02.
Ground water will be collected from one site monitoring well location for bench-scale
testing of manganese removal technologies. The sample will be collected from existing
monitoring well MW09.
Infiltration testing will be per1ormed at the four site locations illustrated on Figures 3 and
4. This testing will be performed using the double-ring infiltration test method. The
results will be used as a basis for design of infiltration galleries.
Following installation of monitoring well MW21, this well location and the four infiltration
test locations will be surveyed relative to the State Plane Coordinate System and mean
sea level (MSL) to establish horizontal and vertical control.
Field mobilization is anticipated to begin within one week following approval to proceed. Field work
should be completed within 10 to 15 working days.
PURPOSE
The purpose of this work will be to collect additional information to support srte remedial design.
Specific data needs are as follows:
1 l:\WPIPR0\9920404.SWA.lcdl93
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NOT SAMPLED
FIGURE 1
PROPOSED WELL LOCATION
(13'.) ,
i< •If!!!!., 0993 SCALE:1"=100' !IL.. _____________________________ _. MACON/DOCKERY SITE
REMEDIAL DESIGN
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lnfittration rates -Infiltration testing of native soils in the Macon and Dockery site areas
is planned to determine tt these soils are sufficiently permeable to permit discharge of
treated ground water through infiltration galleries.
Monitoring well installation and testing -The proposed well is intended to further define
aqutter condrtions, determine the depth to bedrock, and confirm ground water quality
downgradient of the plume. This monrtoring well (MW21) will be designed and
installed to serve as a compliance monrtoring well once the extraction system is
operational.
Bench-scale testing -A representative sample of ground water will be collected from an
on-site monitoring well (MW09) for laboratory bench-scale testing. The primary
purpose of this testing will be to evaluate catalytic oxidation and ion exchange for
manganese removal.
EQUIPMENT DECONTAMINATION
The drill rig and downhole tools, samplers, drill rods, and augers will be decontaminated prior to drilling
soil borings and other borings completed as monitoring wells. The drill rig and sampling equipment will
be decontaminated according to Section 5 of the Macon/Dockery Field Sampling and Analysis Plan
(FSAP). This equipment will be decontaminated with materials specified in the ECBSOPQAM and
according to the following procedures:
1.
2.
3.
4.
5.
6.
Clean with tap water and laboratory detergent using a brush, if necessary, to
remove particulate matter and surtace films.
Rinse thoroughly with tap water.
Rinse thoroughly with deionized water.
Rinse twice with pesticide grade isopropanol.
Rinse thoroughly with organic-free water and allow to air dry.
Wrap with plastic or aluminum foil to minimize the possibility of contamination if
equipment is going to be stored or transported.
The six-step decon process will address only sampling and drilling equipment used in field operations.
Water used for steam cleaning and drilling will be obtained from the on-srte potable water source. This
water supply will be sampled and analyzed for the contaminants of concern (COCs) during the well
installation program.
Equipment used for infiltration testing will be cleaned prior to use and at the conclusion of site testing to
remove gross contaminants, soils, etc.
3 I.IWPIPR0\9920404.SWA1cdf93
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Equipment decontamination will take place on the decontamination pad. The pad is located so that
personnel and equipment entering the site will by-pass the pad, and personnel and equipment leaving
the site will pass through the decontamination pad. Spent decontamination fluids will be placed in 55-
gallon, steel drums. Disposal of decontamination fluids will be based on the results of the ground water
analyses and will occur during the Remedial Action.
MONITORING WELL INSTALLATION
One monitoring well will be installed to provide addttional hydrogeologic information and grcund water
data. Well MW21 will be a top of bedrock well proposed for installation at the location illustrated on
Figure 1. The analytical results obtained from samples collected from this proposed well will be used to
confirm the absence of affected ground water in this area of the aquifer. This well will also be used to
better characterize site geology and determine the depth to bedrock in the central portion of the site.
This information will aid in the engineering design of the stte remediation system. This well will be
incorporated into, and will become a part of the permanent on-site ground water monitoring network.
During drilling, soil samples will be collected at minimum five-foot intervals for ltthologic description if
geologic conditions permit. These samples will be used to develop a geologic log for the boring and to
determine the depth of well installation. Drill cuttings will be containerized and placed in labeled DOT-
approved 55-gallon drums. Drill cuttings will be staged on site and disposed of at a later date after
being sampled for appropriate parameters.
Monitoring well MW21 will be constructed of 2-inch nominal, 304 stainless steel screen and casing
completed in a boring drilled using a 6 ¼-inch I.D. hollow stem auger and an 6-inch pneumatic air
hammer. The compressed air used to operate the air hammer will be cooled and filtered by an in-line
air filter to remove particulate materials and volatile constituents prior to introduction of the air
downhole. Well screen length will be ten feet. On the basis of prior site experience, a screen slot size
of 0.01 inch will be used. The screen will be machine slotted. MW21 will be completed at or near the
top of the bedrock surface (depending on drilling conditions).
Prior to installation, monitoring well casing and screen materials will be steam-cleaned and
decontaminated according to the procedures described earlier in this document. During transport from
the decontamination area to the well site, the materials will be wrapped in plastic and will remain
wrapped until ready for installation.
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Annular space around the well screen will be packed wtth clean quartz sand appropriate to the well
screen slot size. A minimum of six inches of filter pack material will be placed under the bottom of the
well screen to provide a firm footing and unrestricted flow under the well screen. The sand pack will be
emplaced by tremie and extend approximately two feet above the top of the screen. If the top of the
sand pack is less than 50 feet below land surface, the top of the sand pack will be sealed with
bentontte pellets dropped down the annular space. The bentonite pellets will be added a few at a time
to minimize the potential for bridging. If the top of the sand pack is greater than 50 feet below land
surface, the bentontte pellets will be placed via the tremie method, or a bentontte slurry will be installed
using a tremie pipe. Minimum thickness of the bentontte seal will be approximately two feet. Bentonite
pellets will be allowed to hydrate according to the manufacturer's specttications or for eight hours,
whichever is greater, prior to addition of grout. The remaining annular space will then be grouted to
approximately two feet below the land surface, from the bottom upward using a cement-bentonite grout
slurry placed with a tremie pipe.
The cement-bentontte grout slurry will be mixed using approximately 94 pounds of Portland cement,
seven gallons of water, and one to two pounds of bentonite. A three-foot by three-foot by six-inch
sloping concrete pad will be framed and poured around each well. The concrete pad will extend six
inches below the land surface wtthin six inches of the borehole. A steel protective cover will be placed
over each well and secured in the grout column and/or concrete. Weep holes will be drilled through the
protective cover above the concrete pad. The well will be lockable. A typical well construction diagram
is included on Figure 2.
The following will be recorded in field notes for documentation of well installation:
the materials used in construction;
length of well screen and casing installed;
depth of surface casing, tt used;
depth and diameter of borehole:
depth to the bottom of the well;
height of well casing above ground;
depth, type, and thickness of sand pack, seals and backfill materials;
methods used to place seals and backfill materials;
depth to water table; and
and any other factors or problems associated wtth monttoring well installation.
5 l:IWP\PR0\9920404,SWA/ed!93
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11
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WEEP HOLE~
rlGURE 2
LOCKING STEEL PROTECTIVE COVER
VENTED CAP
CONCRITT PAD
LAND SURrACE
BOREHOLE
----WELL CASING
WELL SCHEMATIC
Not To Scale
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MW21 will be developed using a positive displacement PVC pump, PVC bailer, and/or a surge block
according to procedures outlined in Section 5 of the Macon Dockery Stte FSAP. The well will be
developed until the discharge is relatively clear and free of sediment and indicator parameters (pH,
specific conductance, and temperature) are stabilized. This development water will be left on-site at the
Macon site in labeled DOT-approved 55-gallon drums for disposal during the Remedial Action.
Following development, in situ hydraulic conductivity tests will be performed on the newly installed well
(MW21) and two existing stte piezometers (UMPZ01 and UMPZ02) according to the procedures
described in Section 5 of the FSAP. Specifically, either rising or falling head "slug" tests will be
conducted. Test results will be reduced by the Bouwer and Rice method, which is a recognized
standard technique for analysis of data from unconfined aquifers.
GROUND WATER SAMPLING
MW21 will be sampled an_d analyzed for the inorganic and organic compounds on the COC list. Both
total and dissolved inorganic sample fractions will be collected and analyzed. Monitoring wells will be
sampled wtth bottom-loading, closed top, Teflon® bailers. Teflon® or stainless steel leaders will be used
with each bailer. New nylon cord will be used to extend the bailer to the water surface during each
sampling event. All wells will be purged using bailers or Grundfus® sampling pumps according to
procedures in Section 5 of the Macon/Dockery FSAP. Samples will be collected according to
procedures presented in Section 5 of the Macon/Dockery FSAP.
The ground water sample from the newly installed well will be analyzed for volatile organic compounds
using a Contract Laboratory Program Statement of Work Method for low concentration water for
organics analysis. The method is CLP-SOW OLC01.0, issued June 1991. Other parameters on the
COG list will be analyzed according to methods specified in the FSAP. The low concentration method
for volatile organic compounds will lower the required method detection limits to 1 µg/L for several
constituents of concern.
Measurements of well parameters (specific conductance, temperature, and pH) will be recorded in the
field. These measurements, as well as a listing of the containers to be filled, the physical description of
the samples, volumes of water purged, purging and sampling times, and disposition of samples, will be
recorded in field notebooks.
Sections 4 and 5 of the Macon/Dockery QAPP describe the qua/tty control details of sample collection
container selection, labeling, and chain-of-custody. Preservation is specific to the types of analyses.
and the specific requirements are summarized in the Macon/Dockery QAPP.
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GROUND WATER SAMPLE COLLECTION FOR BENCH-SCALE TESTING
Bench-scale testing will be conducted by Mobile Process Technology (MPT), a vendor of metal-removal
technologies and materials, to determine an optimum medium for removal of manganese in ground
water. The bench-scale testing will determine whether an ion exchange resin or a granular catalytic
medium can be used cost-effectively to remove manganese without removing hardness cations. The
testing will also confirm that manganese concentrations can be reduced to meet the pertormance
standard established in the Statement of Work for the Macon/Dockery Site.
RMT will collect at least five gallons of ground water from monttoring well MW09. This location has a
concentration of dissolved manganese substantially above the 50 µg/L pertormance standard. The
ground water samples will be collected in five one-gallon containers and shipped unpreserved to MPT
by overnight courier. The water sample will be collected from MW09 following purging of the well and
stabilization of indicator parameters. An aliquot from the sample will be sent to RMT's lab for analysis
of COC list inorganic parameters (total and dissolved), alkalinity, hardness (total and dissolved), iron
(dissolved), and total suspended solids. At the conclusion of the bench-scale testing, MPT will be
required to submit confirmation samples to RMT's lab for analysis of the same parameters, for a
maximum of three effluent samples.
MPT will conduct at least two trials using Burgess Iron Removal Media (BIRM) and ion-selective resin
to determine whether pertormance criteria can be met. BIRM removes manganese by catalytic
oxidation. which causes manganese to precipttate out of solution; the granular nature of the BIRM
material serves to filter suspended solids from the treatment stream. Ion-selective resins demineralize
water by exchanging hydrogen or sodium ions for metallic cations; the remainder of the resin is
insoluble and physically stable. RMT will evaluate the test data, which will be incorporated into the
Intermediate Design.
IN SITU INFILTRATION TESTING
Double-ring infiltrometer testing will be conducted at four potential gallery trench locations to determine
whether infiltration rates at the proposed test locations are sufficient to allow the use of infiltration
galleries for disposal of treated ground water. The four infiltration test locations are illustrated on
Figures 3 and 4. Infiltration gallery test (IGT) location 1 will be located at the Upper Macon site
approximately 400 feet east of the MW02/02A well pair and approximately 150 feet west of N.C. State
Route 1103 (Figure 3). IGT-2 will be located at Lower Macon. IGT-2 is approximately 400 feet east of
MW12 and approximately 400 feet west of MW04 (Figure 3). Locations IGT-3 and IGT-4 will both be
located at the Dockery site (Figure 4). IGT-3 will be located at Upper Dockery approximately 250 feet
8 l:IWP\PR0\9920404.SWA/cdf93
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------------
FECOVERY WELL
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1t-1r1L TRDI.IC:TER IEST :..CCI. TIONS i,1ACON SITE.
IIA.CON/DOCKERY 6fTE
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FORMER U~,GOON
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INFltTROMEiER TEST LOCATIONS DOCKERY SITE
.&A.,;c:,14/DOCICfAT SITE
~ CO~ MORTII C.tROUNA
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east of MW15A and approximately 150 feet south of MW20. IGT-4 will be located approximately 165
east of MW16 at Lower Dockery. All IGT locations are approximate and may be moved depending on
the field conditions or surface obstructions encountered when the tests are conducted. The testing will
proceed as follows:
The test method used will be ASTM D3385, Standard Test Method for Infiltration Rate
of Soils in Field Using Double-Ring lnfiltrometers (attached).
The work will involve clearing and leveling a small area (approximately 15 to 20 square
feet) to the expected trench-bottom depth at each testing location.
Soils will be stockpiled near the test location and used to backfill the excavation after
the testing is conducted.
The double-ring infiltrometer method consists of driving two open cylinders, one inside the other, into
the ground. The rings are partially filled with water, and the water level is then maintained at a
constant level. The volume of liquid added to the inner ring to maintain a constant level is the measure
of liquid infiltration into the soil. The volume of liquid added is recorded at timed intervals. An
incremental infiltration velocity is plotted versus elapsed time. The infiltration rate for the test-site soils
is assumed to be the maximum steady-state infiltration velocity indicated by the plot. All infiltration test
data will be recorded in a field notebook. Infiltration test results will be included in the lntenmediate
Design submittal.
The attached ASTM standard includes the step-by-step process proposed for field measurement of the
rate of infiltration of water into soils at the designated test locations. The procedure to be used for the
Macon/Dockery site tests will rely on graduated cylinders for the calibrated head tanks (see 6.9.3).
Liquid level within the rings will be maintained manually (see 8.6.1) and measured with a rule (see
8.6.2). The duration of each test will depend on the permeability of test site soils (see 8.7.4); however,
the soils are anticipated to have low permeabilities and may require six hours or more per test site.
The frequency of measurement intervals will be in accordance with Section 8.7.3 for the first two hours.
Thereafter, measurements will be taken at 60 minute intervals for the remainder of the test, provided
that the volume of liquid used in any one reading interval is not less than approximately 25 cm'. The
Macon site and Dockery site test locations are expected to involve silty sand or sandy silt at the testing
depth, based on soil borings obtained in the vicinity during the Remedial Investigation.
11 l:\WP\P A0\9920404. SW A.Jcdf93
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SURVEYING
The monitoring well and infiltration test locations will be referenced to a locally established benchmark
and surveyed relative to the State Plane Coordinate System and mean sea level (MSL). Elevations will
be determined for both the measuring point (top of casing) and land surtace for the newly installed
monitoring well.
12 l:\WP\PR0\9920404.SWA1cd!93
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Designation: D 3385 -88
Standard Test Method for
Infiltration Rate of Soils in Field Using Double-Ring
lnfiltrometers 1
This standard i~ issued under the fixed designation D 3385; the number immediately foJlo,,_,,jng 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 orlast reapproval. A·
supeNript epsilon (I) indicates an editorial change since the last revision or rcapproval.
This srandard has been approi·ed for use b}' agencies of rhe Depar1ment of Defense. ConsulI the DoD Index of Spedjicarions and
Srandards for the specific ,rear of iHue which has been adopted bJ• the Deparlmenl of Defenu.
1. Scope
\ I.I This test method describes a procedure for field
measurement of the rate of infiltration of liquid (typically
i.·ater) into soils using double-ring infiltrometers. I 1.2 Soils should be regarded as natural occurring fine or
coarse-grained soils or processed materials or mixtures of
i\atural soils and processed materials, or other porous
materials. and which are basicallv insoluble and meet the
I •
requirements of 1.5.
\ 1.3 The test method is panicularly applicable to relatively
uniform fine-grained soils, with an absence of very plastic
(fat) clays and gravel-size panicles and with moderate to low ' . . . resistance to nng penetration.
\ I .4 The test may be conducted at the ground surface or at
given depths in pits, and on bare soil or with vegetation in
place, depending on the conditions for which infiltration
rates are desired. However. the test cannot be conducted
where the test surface is below the ground water table or
I perched water table. I 1.5 This test method is difficult to use or the resultant
data may be unreliable, or both. in very pervious or
impervious soils (soils v.ith a hydraulic conductivity greater
thkn about 10-2 cm/s or less than about I x 10-• cm/s) or in
dry or stiff soils which most likely will fracture when the
rings are installed.
11.6 This test method cannot be used directly to determine
th~ hydraulic conductivity (coefficient of permeability) of the
soil (see 5.2).
'i. 7 The values stated in SI units are to be regarded as the
sta1ndard. 1.8 This standard mav inl'olve hazardous materials, oper-
ations, and equipment .. This standard does not purport to
address all of the safety problems associated with its use. It is
th~ responsibility of the user of this standard to establish
appropriate safety and health practices and determine the
applicability of regulatory limitations prior to use.
I
2. Referenced Documents
I 2.1 ASTM Standards:
I
I 1 fhis lest me1hod is under the juri!;diction of ASTM Committee 0.18 on Soil
and ~ock and is 1he direct responsibility ofSubcomminec D18.04 on Hydrologic
Propenies of Soi! and Rock.
C~rrent edition appro,·ed Feb. I, 1988. Published April 1988. Originally
published as D 3385 -75. last pmious edition D 3385 -75.
452
D 653 Terminology Relating to Soil, Rock, and Contained
Fluids2
D 1452 Practice for Soil Investigation and Sampling by
Auger Borings'
D 2216 Method for Laboratory Determination of Water
(Moisture) Content of Soil, Rock, and Soil-Aggregate
Mixtures'
D 2488 Practice for Description and Identification of Soils
(Visual-Manual Procedure)'
3. Definitions
3.1 incremental infiltration velocity-the quantity offlow
per unit area over an increment of time. It has the same units
as the infiltration rate.
3.2 infiltration-the downward entry of liquid into the
soil.
3.3 infiltration rate-a selected rate, based on measured
incremental infiltration velocities, at which liquid can enter
the soil under specified conditions, including the presence of
an excess of liquid. It has the dimensions of velocity (that is,
cm3cm-2 h-1 = cm h-1).
3.4 injiltrometer-a device for measuring the rate of entry
of liquid into a porous body, for example, water into soil.
3.5 For definitions of other terms used in this test method,
refer to Terminology D 653.
4. Summary of Method
4.1 The double-ring inftltrometer method consists of
driving two open cylinders, one inside the other, into the
ground, panially filling the rings v.ith water or other liquid,
and then maintaining the liquid at a constant level. The
volume of liquid added to the inner ring, to maintain the
liquid level constant is the measure of the volume of liquid
that infiltrates the soil. The volume infiltrated during timed
intervals is convened to an incremental infiltration velocity,
usually expressed in cm/h or in./h and plolted versus elapsed
time. The maximum steady state or average incremental
infiltration velocity, depending on the purpose/application
of the test is equivalent to the infiltration rate.
S. Significance and Use
5.1 This test method is useful for field measurement of the
infiltration rate of soils. Infiltration rates have application to
such studies as liquid waste disposal, evaluation of potential
septic-tank disposal fields, leaching and drainage efficiencies,
2 Am111al Book of ASTM Standards, Vol 04.08.
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4@! D 3385
.,
<
WrlClrd t>11tl
i0 in r
Al11minum oll0y rtinlorcing band -
T lj:I mini111um dimrn1ioni ol 19,,.,., {}/4 in.)
: \:
tight by 3 mm (1/8 in.) thick.
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Mo1triol1: 3 mm [1/8 in.) oluminum-
olloy ,~et! 01 mottriol
ol 1imi!or 1tr1n9lh
FIG. 1 lnfiltrometer Construction
inigation requirements, water spreading and recharge, and
canal or reservoir leakage, among other applications.
5.2 Although the units of infiltration rate and hydraulic
conductivity of soils are similar, there is a distinct difference
between these two quantities. They cannot be directly related
unless the hydraulic boundary conditions are known, such as
hydraulic gradient and the extent of lateral flow of water, or
can be reliably estimated.
5.3 The purpose of the outer ring is to promote one-
dimensional, vertical flow beneath the inner ring.
5.4 Many factors affect the infiltration rate, for example
the soil structure, soil layering, condition of the soil surface,
degree of saturation of the soil, chemical and physical nature
of the soil and of the applied liquid, head of the applied
liquid, temperature of the liquid, and diameter and depth of
embedment of rings.' Thus, tests made at the same site are
not likely to give identical results and the rate measured by
the test method described in this standard is primarily for
comparative use.
5.5 Some aspects of the test, such as the length of time the
tests should be conducted and the head of liquid to be
applied, must depend upon the experience of the user, the
purpose for testing, and the kind of information that is
sought.
f 6. Apparatus
6.1 Injiltrometer Rings-Cylinders approximately 500
mm (20 in.) high and having diameters of about 300 and 600
mm (12 and 24 in.). Larger cylinders may be used, providing
the ratio of the outer to inner cylinders is about two.
Cylinders can be made of 3 mm (1/, in.), hard-alloy,
aluminum sheet or other material sufficiently strong to
1 Discu~ion of factor;; affecting infihration rate is cOntained in the following
rtference: Johnson, A. I., A Field Ml'thod for Measurement of /nfihra1ion, U.S.
Geological Survey Water-Supply Paper 1544-F, 1963, p. 4-9.
453
withstand hard driving, with the bottom edge bevelled (See
Fig. I). The bevelled edges shall be kept sharp. Stainless steel
or strong plastic rings may have to be used when working
with corrosive fluids.
6.2 Driving Caps-Disks of 13-mm ('h-in.) thick hard-
alloy aluminum with centering pins around the edge, or
preferably having a recessed groove about 5 mm (0.2 in.)
deep with a width about I mm (0.05 in.) wider than the
thickness of the ring. The diameters of the disks should be
slightly larger than those of the infiltrometer rings.
6.3 Driving Equipment-A 5.5-kg (12-lb) mall or sledge
and a 600 or 900-mm (2 or 3-ft) length of wood approxi-
mately 50 by JOO mm or JOO by I 00 mm (2 by 4 in. or 4 by
4 in.), or a jack and reaction of suitable size.
6.4 Depth Gage-A hook gage, steel tape or rule. or length
of steel or plastic rod pointed on one end, for use in
measuring and controlling the depth of liquid (head) in the
infiltrometer ring, when either a graduated Mariette tube or
automatic flow control system is not used.
6.5 Splash Guard-Several pieces of rubber sheet or
burlap I 50 mm (6 in.) square.
6.6 Rule or Tape-Two-metre (6-ft) steel tape or 300-mm
(I-ft) steel rule.
6.7 Tamp-Any device that is basically rigid, has a handle
not less than 550 mm (22 in.) in length, and has a tamping
foot with an area ranging between 650 and 4000 mm2 ( I and
6 in.2) and a maximum dimension of I 50 mm (6 in.).
6.8 Shovels-One long-handled shovel and one trenching
spade.
6.9 Liquid Containers:
6.9. ! One 200-L (55-gal) barrel for the main liquid
supply, along with a length of rubber hose to siphon liquid
from the barrel to fill the calibrated head tanks (see 6.9.3).
6.9.2 A 13-L (12-qt) pail for initial filling of the
infiltrometers. .
6.9.3 Two calibrated head tanks for measurement of
liquid flow during the test. These may be either graduated
cylinders or Marione tubes having a minimum volume
capacity of about 3000 mL (see Notes I and 2 and Fig. 2).
NOTE 1-It is useful to have one head tank with a capacity of three
times that of the other because the area of the annular space between the
rings is about three times that of the inner ring.
NOTE 2-In many casc:s, the volume capacity of these ca1ibrated head
tanks must be significantly larger than 3000 ml, especially if the test has
to continue overnight. Capacities of about 50 L ( 13 gal) would not be
uncommon.
6.10 Liquid Supply-Water, or preferably, liquid of the
same quality and temperature as that involved in the
problem being examined. The liquid used must be chemi-
cally compatible with the infiltrometer rings and other
equipment used to contain the liquid.
Non 3-To obtain maximum infiltration rates, the liquid should be
free from suspended solids and the temperature of the liquid should be
higher than the soil temperature. This ""111 tend to avoid reduction of
infiltration from blockage of voids by particles or gases coming out of
solution.
6.11 Watch or Stopwatch-A stopwatch would only be
required for high infiltration rates.
6.12 Level-A carpenter's level or bull's-eye (round) level.
6.13 Thermometer-With accuracy of 0SC and capable
of measuring ground temperature.
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NoTE-Constant-le11el float valves have been eliminated 1or simplification of the illustration
FIG. 2 Ring Installation and Mariotte Tube Details
6.14 Rubber Hammer (mallet).
6.15 pH Paper, in 0.5 increments.
6.16 Recording Materials-Record books and graph
paper, or special forms with graph section (see Fig. 3 and Fig.
4).
[6.17 Hand Auger-Orchard-type (barrel-type) auger with
75-mm (3-in.) diameter, 225-mm (9-in.) long barrel and a
ru·bber-headed tire hammer for knocking sample out of the
auger. This apparatus is optional.
·6. I 8 Float Valves-Two constant level float valves (car-
bu,retors or bob-float types) with support stands. This appa-
ratus is optional.
· 6.19 Covers and Dummy Tests Ser-Up-For long term
tests in which evaporation of fluid from the infiltration rings
and unsealed reservoirs can occur (See 8.2.1 ).
I 7. 1Calibration
(.I Rings:
7.1.1 Determine the area of each ring and the annular
spa'ce between rings before initial use and before reuse after
anything has occurred, including repairs, which may affect
the[test results significantly.
7, 1.2 Determine the area using a measuring technique
that will provide an overall accuracy of I %.
7ll.3 The area of the annular space between rings is equal
to the internal area of the 600-mm (24-in.) ring minus the
external area of the 300-mm (12-in.) ring.
7 !,2 Liquid Containers:
7 .;2.1 For each graduated cylinder or graduated Mariotte
tube, establish the relationship between the change in eleva-
tion\ of liquid (fluid) level and change in volume of fluid.
This relationship shall have an overall accuracy of I %.
454
8. Procedure
8.1 Test Site:
8.1.1 Establish the soil strata to be tested from the soil
profile determined by the classification of soil samples from
an adjacent auger hole.
NOTE 4-For the test results to be valid for soils below the test zone,
the soil directly below the test zone must have equal or greater flow rates
than the test zone.
8.1.2 The test requires an area of approximately 3 by 3 m
(l O by 10 ft) accessible by a truck.
8.1.3 The test site should be nearly level, or a level surface
should be prepared.
8.1.4 The test may be set up in a pit if infiltration rates are
desired at depth rather than at the surface.
8.2 Technical Precautions:
8.2. l For long-term tests, avoid unattended sites where
interference with test equipment is possible, such as sites
near children or in pastures with livestock. Also, evaporation
of fluid from the rings and unsealed reservoirs can lead to
errors in the measured infiltration rate. Therefore, in such
tests, completely cover the top of the rings and unsealed
reservoirs with a relatively airtight material, but vented to the
atmosphere through a small hole or tube. In addition, make
measurements to verify that the rate of evaporation in a
similar test configuration (without any infiltration into the
soil) is less than 20 % of the infiltration rate being measured.
8.2.2 Make provisions to protect the test apparatus and
fluid from direct sunlight and temperature variations that are
large enough to affect the slow measurements significantly,
especially for test durations greater than a few hours or those
using a Mariotte tube. The expansion or contraction of the
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FIG. 3 Data Form for Infiltration Test with Sample Data
-~.: air in the Mariotte tube above the water due to temperature
changes may cause changes in the rate of flow of the liquid I from the tube which will result in a fluctuating water level in
the infiltrometer rings.
8.3 Driving Infiltration Rings with a Sledge:
Nou 5-Driving rings with a jack is preferred; see 8.4.
~ t · 8.3.1 Place driving cap on the outer ring and center it
! thereon. Place the wood block (see 6.3) on the driving cap.
8.3.2 Drive the outer ring into the soil with blows of a
5-, heavy sledge on the wood block to a depth that will (a)
·, prevent the test fluid from leaking to the ground surface i surrounding the ring, and (b) be deeper than the depth to
ii which the inner ring will be driven. A depth of about 150 .[ ,. mm (6 in.) is usually adequate. Use blows of medium force
·) to prevent fracturing of the soil surface. Move the wood
•: block around the edge of the driving cap every one or two
blows so that the ring "ill penetrate the soil uniformly. A
second person standing on the wood block and driving cap
"ill usually facilitate driving the ring, and reduce vibrations
~.,·I, an
8
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stucrbance. h 11 . . . h . . . . enter t e sma er nng mstde t e larger nng and
· drive to a depth that will prevent leakage of the test fluid to
the ground surface surrounding the ring, using the same
technique as in 8.3.2. A depth of between about 50 and 100
mm (2 and 4 in.) is usually adequate.
455
8.4 Driving Infiltration Rings with Jacks:
8.4.1 Use a heavy jack under the back end of a truck to
drive rings as an alternative to the sledge inethod (see 8.3).
8.4.2 Center the wood block across the driving cap of the
ring. Center a jack on the wood block. Place the top of the
jack and the assembled items vertically under the previously
positioned end of a truck body and apply force to the ring by
means of the jack and truck reaction. Also, tamp ·near the
edges or near the center of the ring with the rubber mallet, as
slight tamping and vibrations will reduce hang ups and tilting
of the ring. ·
8.4.3 Add additional weight to the truck if needed to
develop sufficient force to drive the ring.
8.4.4 Check rings with the level, correcting attitude of
rings to be vertical, as needed.
8.5 Tamping Disturbed Soil:
8.5.1 If the surface of the soil surrounding the wall of the
ring(s) is excessively disturbed (signs of extensive cracking,
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FIG. 4 Report Form for Infiltration Test With Sample Data
excessive heave, and the like), reset the ring(s) using a
· technique that v,,jl] minimize such disturbance.
I 8.5.2 If the surface of the soil surrounding the wall of the
ring(s) is only slightly disturbed, tamp the disturbed soil
~djacent to the inside and outside wall of the ring(s) until the
soil is as firm as it was prior to disturbance.
1
8.6 Maintaining Liquid Level:
8.6.1 There are basically three ways to maintain a con-
stant head (liquid level) within the inner ring and annular
space between the two rings: manually controlling the flow of
liquid, the use of constant-level float valves, or the use of a
Mariolte tube.
18.6.2 When manually controlting the flow of liquid, a
depth gage is required to assist the investigator visually in
rrtaintaining a constant head. Use a depth gage such as a steel
t~pe or rule for soils having a relatively high permeability; for
sciils having a relatively low permeability use a hook gage or
simple point gage.
\8.6.3 Install the depth gages, constant-level valves, or
Marioue tubes as shown in Fig. 2, and in such a manner that
456
the reference head will be at least 25 mm (I in.) and not
greater than 150 mm (6 in.). Select the head on the basis of
the permeability of the soil, the higher heads being required
for lower permeability soils. Locate the depth gages near the
center of the center ring and midway between the two rings.
8.6.4 Cover the soil surface within the center ring and
between the two rings with splash guards (150 mm (6 in.)
square pieces of burlap or rubber sheet) to prevent erosion of
the soil when the initial liquid supply is poured into the
rings.
8.6.5 Use a pail to fill both rings with liquid to the same
desired depth in each ring. Do not record this initial volume
of liquid. Remove the splash guards.
8.6.6 Start flow of fluid from the graduated cylinders or
Mariotte tubes. As soon as the fluid level becomes basically
constant, determine the fluid depth in the inner ring and in
the annular space to the nearest 2 mm (I/" in.) using a ruler
or tape measure. Record these depths. If the depths between
the inner ring and annular space varies more than 5 mm (I/,
in.), raise the depth gage, constant-level float valve, or
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4@! D 3385
Marione tube having the shallowest depth.
8.6. 7 Maintain the liquid level at the selected head in both
the inner ring and annular space between rings as near as
possible throughout the test, to prevent flow of fluid from
one ring to the other.
NOTE 6-This most likely will require either a continuing adjust-
ment of the flow control valve on the graduated cylinder, or the use of
constant-level float vaJves. A rapid change in temperature may eliminate
use of Marione tube.
8. 7 Measurements:
8.7.1 Record the ground temperature at a depth of about
300 mm (12 in.), or at the mid-depth of the test zone.
8.7.2 Determine and record the volume of liquid that is
added to maintain a constant head in the inner ring and
annular space during each timing interval by measuring the
change in elevation of liquid level in the appropriate
graduated cylinder or Marione tube. Also, record the tem-
perature of the liquid ,.,thin the inner ring.
8.7.3 For average soils, record the volume of liquid used
at intervals of I 5 min for the first hour, 30 min for the
second hour, and 60 min during the remainder of a period of
at least 6 h, or until after a relatively constant rate is
obtained.
8.7.4 The appropriate schedule of readings may be deter-
mined only through experience. For high-permeability mate-
rials readings may be more frequent, while for low-perme-
ability materials the reading interval may be 24 h or more. In
any event, the volume of liquid used in any one reading
interval should not be less than approximately 25 cm3•
8.7.5 Place the driving cap or some other covering over
the rings during the intervals between liquid measurements
to minimize evaporation (see 8.2. I).
8. 7.6 Upon completion of the test, remove the rings from
the soil, assisted by light hammering on the sides mth a
rubber hammer.
9. Calculations
9.1 Convert the volume of liquid used during each
measured time interval into an incremental infiltration
velocity for both the inner ring and annular space using the
follomng equations:
9.1.1 For the inner ring:
where:
VIR
t.V,R
AIR
t.t
=
=
=
=
v,R = !l v,Rf(A,R. !ll)
inner ring incremental infiltration velocity, cm/h,
volume of liquid used during time interval to
maintain constant head in the inner ring, cm3,
internal area of inner ring, cm 2, and
time interval, h.
457
9.1.2 For the annular space between rings:
VA = !l VA/(AA. !ll)
where:
VA = annular space incremental infiltration velocity, cm/
h,
t. VA = volume of liquid used during time interval to
maintain constant head in the annular space be-
tween the rings, cm3, and
AA = area of annular space between the rings, cm2•
JO. Report
I 0.1 The report or field records, or both, shall include the
follomng information:
I 0. I. I Location of test site.
10.1.2 Dates of test, start and finish.
10. 1.3 Weather conditions, start to finish.
IO. I .4 Name(s) of technician(s).
10.1.5 Description oftest site, including boring profile, see
IO.I.II.
10.1.6 Type of liquid used in the test, along mth liquid's
pH. If available, a full analysis of the liquid also should be
recorded.
IO. I. 7 Areas of rings and the annular space between rings.
10. 1.8 Volume constants for graduated cylinders or
Mariotte tubes.
10.1.9 Depth ofliquid in inner ring and annular space.
I 0. I.IO Record of ground and liquid temperatures, incre-
mental volume measurements, and incremental infiltration
velocities (inner ring and annular space) versus elapsed time.
The rate of the inner ring should be the value used if the rates
for inner ring and annular space differ. The difference in
rates is due to divergent flow.
I 0. I.I I If available, depth to the water table and a
description of the soils found between the rings and the water
table, or to a depth of about I m (3 ft).
10.1.12 A plot of the incremental infiltration rate versus
total elapsed time (see Fig. 4 ).
10.2 An example field records form is given in Fig. 3.
10.3 See Appendix XI for information on the determina-
tion of moisture pattern.
II. Precision and Bias
11.1 No statement on precision and bias can be made due
to the variability in soils tested and in the types of liquids
that might be used in this test. Because of the many factors
related to the soils, as well as the liquids that may affect the
results, the recorded infiltration rate should be considered
only as an index value.
I 4ITTI! D 3385
I APPENDIX
(Nonmandatory Information)
g XI. DETERMINATION OF MOISTURE PATTERN
•XI.I Although not considered a required part of the test, line of the fonner position of the rings. Orient the trench so
the determination of the moisture pattern in the moistened that the other wall is illuminated by the sun, if the day is U soil beneath the infiltration rings commonly provides infor-sunny. If feasible, dig the trench large enough to include all
mation useful in interpreting the movement of liquid of the newly moistened area. Collect samples from the
thlough the soil profile. For example, horizontal liquid shaded wall of the trench for determination of water content.
I m9vement may be caused by lower-permeability layers and If preferred, an auger, such as the orchard barrel type, may
will be identified by a lateral spreading of the wetted zone. be used to determine the approximate outline of the moist-
Th1us, the exploration of the soil moisture pattern below an ened area below the rings and to collecf samples for water
I infiltration test in an unfamiliar area may identify subsurface content.
cor\ditions that may have affected the test and later applica-X 1.3 Plot the visibly moistened area on graph paper or on
tiohs of the data. the cross-section part of the report form (see Fig. 4). If 11.2 If the investigator v.ishes to make such a study, dig a samples were collected and water contents were determined, I trench so that one wall of the trench passes along the center contours of water content also can be plotted on the graph.
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The American Society for Testing and Materials rakes no posffion respecting the validity of any patent rights asserted in connection
with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of eny such
patent rights, and the risk of infringement of such rights, are entirely their own responsibility.
This standard is subject to revision at any time by the responsible technical commmee and must be reviewed every five years and
if not revised, either reapproved or wrlhdrawn. Your comments are invrled either for revision of this stsndard or for additional standards
end should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsible
technical commirree, which you may attend. If you feel that your comments have not receNed a fair h981ing you should make your
views known to the ASTM Committee on Standards, 1916 Race St., Philadelphia, PA 19103.
458
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