15-7-11
Task 1-9
SCANNED
DEPARTMENT OF THE AIR FORCE
SCANNED
INSTALLATION RESTORATION PROGRAM (ANG)
OTIS AIR NATIONAL GUARD BASE, MA 02542-5on
A, 02002
Mr. Paul Marchessault
U.S. Environmental Protection Agency
HAN/CAN1
JFK Federal Building
Boston, MA 02203
No vember 17, 1992
Subject: Responses to USEPA Comments
Task 1-9 Hydrogeologic Studies
Technical Memorandum
Dear Mr. Marchessault:
Attached please find the National Guard Bureau's responses to USEPA's comments on the
above referenced document.
If you have any questions or care to discuss this matter further, please contact this office at
(508) 968-4670.
Sincerely
DANIEL W. SANTOS
Project Manager
Atch
cc: James Begley
M. Carl Wheeler w/o Atch
Readiness is our !Profession
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
MASSACHUSETTS MILITARY RESERVATION
DRAFT
OCTOBER 1992
Page
Paragraph
1-1
2
Comment/Response
Comment: The description of plumes which have migrated beyond
base boundaries is not accurate based on current knowledge (e.g.,
SERGOU). The text should be revised to accurately depict the
situation as documented to date.
Also, it is not clear in comparing Figure 1-1 and Plates 1 and 2
what boundaries the different regions encompass.
Response: The fourth, fifth, and sixth sentences of this paragraph
will be modified to read: "Migration of the Ashumet Valley Plume,
the CS-4 Plume, and plumes within the SERGOU has been
documented beyond MMR boundaries. Potentially affected areas
downgradient of MMR, which contain ponds, streams, and private
wells, include portions of the towns of Bourne, Falmouth, and
Mashpee as shown in Figure 1-1. To plan and implement further
studies under Task 1-9, the downgradient areas were divided into
the three following potential impact areas, because each involves
different hydrogeological settings:"
Boundaries on Figure 1-1 will be revised to agree with boundaries
shown in Plate 2.
1-3
Bullet 1
Comment: Again, this is truly not accurate. Why is the SERGOU
not discussed?
Response: The three plumes named are those plumes within the
SERGOU. This will be indicated by modifying the bullet to read:
"Study Region III (within the town of Mashpee boundary) is an
area of approximately 1.2 square miles along the eastern side of
Johns Pond that includes the Quashnet River and the north end of
Johns Pond; it addresses the area interpreted to be downgradient
of the SERGOU contaminant plumes (i.e., the Storm Drainage
Ditch No. 5 (SD-5), Petroleum Fuel Storage Area (PFSA), and
Eastern Briarwood groundwater plumes)."
1-3
W0109246.080
2
Comment: It is unclear how the hydrogeologicwork proposed will
help refine the location of potential ecological and human
receptors. If this is an objective, the text should explain how the
proposed work will meet this objective.
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Response: The third sentence will be replaced with the following
sentences for clarity: "This task will define the downgradient
pathways of plumes through the collection and interpretation of
field measurements and numerical modeling, based on these
measurements. Once the expected pathways of the plumes are
refined, three-dimensionally, receptors that do not lie within these
bounds can be eliminated, with the possible exception of any major
supply wells close to the pathways boundaries. This information
will also provide the means for estimating transport mechanism
values that directly affect downgradient concentrations of VOCs in
each plumes (e.g., advection, dispersion, and dilution).
Subsequently, these more accurate projections of contaminant
concentrations will provide an appropriate database for performing
assessments of risks for human and environmental receptors."
1-4
Subsection 1.1
Comment: It should also be pointed out that this task is also
important from an ecological risk perspective.
In the third paragraph, it is stated that work is not expected to
take place in areas of contamination. However, Page 1-3 indicates
that studies in Region III could intercept contaminated
groundwater. The text needs to clarify this inconsistency. Further,
this paragraph states that typical hazardous waste investigations
requirements (presumably health and safety, screening, etc.) will
not be followed. The text should clarify how work in Region III,
which may encounter contaminated groundwater, will be carried
out.
Response: The importance of Task 1-9 from the ecological risk
perspective will be addressed with the addition of a fifth bullet, as
follows:
-
"Determine the potential for contaminated groundwater to
discharge to specific streams, ponds, wetlands, or ocean
located downgradient."
There is no inconsistency between these statements regarding
drilling into contaminated groundwater. Page 1-3 states that for
Region III contaminated groundwater could conceivably be
intercepted, while Page 1-4 states that this is not the expected
outcome.
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RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
The NGB wishes to emphasize that Task 1-9 is strictly a
hydrogeologic investigation, and not a plume chasing endeavor. A
contingency will be added in the event that further downgradient
plume mapping is necessary by replacing the last sentence of the
second to last paragraph in Subsection 1.1 with: "If (1) the
presence of contaminated groundwater at a depth greater than 20
feet below the water table is indicated by observations (e.g., odor,
organic film on discharge water, and/or PI meter readings above
background; or (2) groundwater flow modeling indicates that the
SERGOU plumes do not totally discharge into Johns Pond or the
head of the Quashnet River, the scope of the program will be
immediately reevaluated. The NGB will brief the regulatory
agencies with a summary of the findings and present a proposed
expanded scope for Task 2-5C. Field data collection will resume
as quickly as possible, and the Task 2-5C SERGOU report will be
updated with data collected under the expanded investigation."
2-6
2
Comment: The previous page also references a second Leblanc
document, Leblanc 1984.
Response: The LeBlanc (1984) report will be added to the list of
sources.
3-1
1
Comment: The last sentence of this paragraph should indicate that
the information collected during this study is necessary to evaluate
alternatives. Reference to not remediating the plumes is
premature at best and has no bearing on the work being discussed
in this work plan. Remedial alternatives must be proposed and
decided upon after potential receptors are examined via
examination of the plume's path and fate.
Response: The last sentence will be replaced as follows: "Data
collection and interpretation proposed by the Task 1-9 Study are
needed to evaluate remedial alternatives involving the identification
of potential receptors within the pathways of contaminant
migration."
3-1
W0109246.080
Bullet 3
Comment: Dilution is not the only fate option. Other factors
must also be evaluated. These should include detention and
stratification. These two additional factors may increase length of
exposure time as well as the increase of exposure concentration.
3
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Response: Dilution was given as an example, and was not
intended as the only factor in influencing contaminant fate.
Bullet 3 will be edited to include detention, stratification, and
capture by wells within the parentheses.
3-1
3, Subsection 3.2
Comment: Review of the data from various Massachusetts
Military Reservation (MMR) investigations indicates that the
vertical gradients, while small, are not non-existent, but are in
some locations in the same order of magnitude as the horizontal
gradients. In this context, vertical gradients cannot be neglected.
Over the distances covered in this study, vertical gradients can have
a significant effect on the vertical extent and location of a plume.
Response: The NGB acknowledges that vertical gradients of the
same order of magnitude as horizontal gradients have been
documented at several well clusters near the north end of Johns
Pond. However, the statement that "... groundwater flow is
primarily horizontal ... " is an appropriate general interpretation of
existing data. To better address the importance of vertical
gradients, the following sentence will be inserted after the first
sentence in Subsection 3.2: "However, measurement and
evaluation of vertical gradients is an important activity of this
investigation; the fate of several plumes may well be strongly
influenced by vertical gradients, particularly near streams and
ponds."
The following statements will be inserted between the first and
second sentences of the fifth paragraph of Subsection 3.2 (bottom
of Page 3-2): "To determine vertical gradients in critical locations,
multi-level clustered monitoring wells will be installed adjacent to
major surface water bodies. Differences in water level elevations
between wells within individual clusters will be measured on
several widely-spaced dates to a precision of 0.01 foot. Vertical
hydraulic gradients will then be calculated from this data for the
respective depth intervals."
3-2
W0109246.080
1, Subsection 3.2
Comment: As noted in the U.S. Environmental Protection Agency
(USEPA) comments regarding the Ashumet Valley Study, the
water balance calculations can only provide very "ball park"
estimates of the ground water discharge to streams. Data of the
quality that would be useful for feasibility studies (FS) should be
calculated from flow net analyses. The reference for the water
4
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
balance method and a clear presentation of the
approach/assumptions to be used for this study should be included
in the revised work plan. The National Guard Bureau (NGB) may
also wish to evaluate the usefulness of the Dupuit-Forcheimer
equation (Dunne and Leopold, 1978) for these analyses.
Response: The NGB assumes that this comment was meant to
refer to the fourth paragraph on this page, as water balance
calculations are not mentioned prior to this. Because of the size of
Regions II and III in relation to the number of explorations, the
water budget must be a simplification of the real hydrologic
system. Streamflow estimates will be derived from flow.
measurements or USGS gaging records at the time of groundwater
level measurements, and are calibration values to the budgeting
process. The specifics of the water budget methodology and
assumptions will be included in the Task 1-9 technical report, and
will depend on hydrogeologic findings. An example of a simplified
water budget approach is that presented in Phase I of the Ashumet
Valley Groundwater Study (E.C. Jordan Co., 1991, Subsection
7.3.1). Because vertical components of groundwater flow must
exist for the aquifer to discharge to stream channels that are
shallow as compared to the aquifer thickness, use of the DupuitForcheimer equation, which assumes all flow is horizonal, is of
questionable value.
The following paragraph will be inserted just before
Subsection 3.3.1 (Page 3-5), and gives a multi-faceted approach to
groundwater flow interpretation: "The analysis of groundwater
flow paths will include three independent approaches that, in part,
will draw from a common base of field data: (1) vertical and
planimetric section flownet analyses; (2) simplified water balance
(budget) analyses; and (3) numerical 3-D computer modeling using
MODFLOW and MODPATH. The results of each approach will
be reconciled with results of the other two approaches, and a best
overall interpretation of flow paths will be presented in the report."
3-2
5, Subsection 3.2
-
Comment: A modeling analysis is not a substitute for a field
investigation program to determine the magnitude of effect on
vertical gradients on groundwater flow paths in the vicinity of
downgradient ponds. Without field data from deep-shallow well
pairs, the magnitude of vertical gradients cannot be reliably
W0109246.080
5
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
demonstrated. Aquifer modeling, if necessary, should only occur
after collection of a database adequate to calibrate the niodel.
Response: The NGB views aquifer modeling as a versatile tool
that is capable of providing valuable insight into behavior of
groundwater flow at nearly any stage of investigation; however,
modeling will not replace field data collection. Data collection
proposed for all Task 1-9 regions emphasizes the installation of
varying depth-clustered wells to specifically measure vertical
gradients. Given our past experience at MMR with the highly
permeable nature of the MPP outwash deposits, it appears that the
closeness of clustered wells to surface water bodies will be critical
to detecting vertical gradients. However, the "proper" distances are
not known, and specific drilling locations could be selected that are
too distant from surface water bodies. The "prototype pond"
model is needed up-front to examine the probable horizontal as
well as vertical reach of the typical pond's hydraulic effect on the
flow system. During prototype pond modeling, all inputs will be
specified based on likely ranges of parameter values from existing
data and results of investigations immediately north at MMR.
Various scenarios will be run to bracket the likely effects of
varying controlling hydrogeologic factors. This approach does not
require detailed calibration, although water table gradients must
reasonably simulate the regional water table map. See previous
comment response for Page 3-1, Paragraph 3, Subsection 3.2 for
added discussion to text regarding field data collection.
3-4
2, Subsection 3.3
Bullet 2
Comment: Data analysis should include vertical flow nets based
upon water level data from deep wells in addition to data from
shallow wells and surface water bodies to aid in the prediction of
the vertical position of the plumes.
Response: Vertical flow nets will be specified by adding a new
bullet between existing bullets 2 and 3, as follows:
Construct vertical flow nets to represent the flowpaths of
groundwater in the vertical plane using water levels
measured during a specified day in wells of all depths.
6
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TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
3-4
2, Subsection 3.3
Bullet 3
Comment/Response
Comment: Aquifer modeling cannot be used as an optimization
tool for placement of deep wells where, by definition, insufficient
data exists to characterize the aquifer. As stated previously,
modeling, if any, should only occur after an adequate database has
been obtained.
The rationale for not obtaining data from the ponds to calibrate
the pond modeling should be presented and discussed.
Response: Basic hydrogeologic information is available that
coarsely characterize aquifer conditions in Region II (see Ashumet
Valley studies), and in Region III (see off-base studies
downgradient of the southeastern industrialized MMR). The NGB
believes it is prudent to conduct initial modeling prior to obtaining
Phase II data (Region III). Also, see response to Page 3-2,
Paragraph 5, Subsection 3.2. Bullet 3 will be modified as follows:
"Conduct pond/groundwater prototype modeling to guide the
horizontal and vertical placement of well screens in multilevel
clusters, and to test the probable range of hydraulic influence of
large ponds in the MPP outwash."
Physical characteristics of some of the key ponds in the study areas
are described in the literature. However, one important variable,
The
pond bottom permeability, has not beei characterized.
original intent was to "back-out the relative magnitude of pond
bottom permeability from water budget and vertical flow net
analyses. However, the NGB has decided to collect cores of pond
bottom sediment for laboratory permeameter tests at a small
number of locations in Johns and Ashumet ponds. The addition of
pond bottom sampling has caused the following changes to the
Work Plan:
-
Page 3-2, add to end of bottom paragraph: "A factor in
model development and calibration is the vertical hydraulic
conductivity of the pond bottom layer. Measurements of
layer thickness and conductivity are necessary so that
groundwater movement between the aquifer and ponds
can be realistically simulated."
Page 3-4, add new bullet to bottom of page: "Collect
cores of pond bottom sediments and perform laboratory
tests to quantify vertical hydraulic conductivity."
W0109246.080
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TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
-
Page 3-5, add new bullet between Bullets 2 and 3:
"vibratory drilling into the bottoms of Johns and Ashumet
ponds to obtain sediment cores"
.
Page 3-8, Subsection 3.4.2, add at end: "Vibratory
Method. A lighter drill rig will be used to collect
continuous high-quality cores from the bottom layer of
ponds through as much as 60 feet of water. A vibratory
drill can penetrate several tens of feet into sediment or
loose soils using a high-frequency vibratory drive action.
A small barge-portable system is available for this
purpose."
A detailed description of the vibratory drilling method is
presented as a new method to be inserted in front of
existing Subsection 4.1.4 on Page 4-6 of the OAPP, and
titled Vibratory Drill Sampling. This description is
included under "OTHER CHANGES" at the end of this
transmittal.
-
Page 3-13, Subsection 3.7.1, insert after the first sentence:
"Additionally, two samples from each of approximately 20
vibratory drill cores of pond bottom sediments will be
submitted for grain-size analysis. Segments of each core,
representing the finest-grained and/or most densely
compacted sediment layers (lowest apparent permeability),
will be selected for analysis."
The beginning of the first sentence will be modified to
read: "Data from grain-size analyses of split-spoon samples
from the geologic test wells and deepest monitoring well
of each cluster will be used to ..."
W0109246.080
-
Page 3-16, Subsection 3.7.4, add a second paragraph that
reads: "Vertical hydraulic conductivity of approximately 20
samples taken from pond sediment cores will be
determined in the laboratory using constant-head
permeameter tests. The methodology will be detailed in
the QAPP, as a Subappendix A-5." See attachments.
-
Page 3-17, Subsection 3.9, add a seventh bullet: "pondbottom sediment grain-size and permeameter analyses"
8
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
Page 4-13, under Additional Activities add the following
sentence to the end: "Continuous cores of the sediments
immediately underlying the bottoms of Johns and Ashumet
ponds will be taken at approximately 10 locations per
pond. Selection of locations will be based on data from
approximately six recording fathometer (sonic depth
finder) traverses in each lake. Sonic reflections recorded
by the fathometer should indicate the relative thickness
variations of the lower density (relative to aquifer
materials) pond bottom sediment layer. In general,
locations with the thickest sediments will be cored."
3-5
1
Comment: Each surface water body that is determined to be
potentially intersected by a plume will require individual
investigation.
Resnonse: Johns and Ashumet Ponds are presently scheduled for
biologic characterization as scoped by the Ashumet Pond Task
Force Study (HAZWRAP, 1992 Draft). With the exception of
Johns Pond (addressed in this study), individual surface Water
bodies that appear to be within the pathway of future plume
movement may be investigated in follow-up tasks, depending on
the remedial strategy selected by the NGB and USEPA.
3-5
Bullet 6
Comment: The statement should include a discussion as to
whether water table elevation measurements will be performed at
new and existing wells.
Response: The phrase "at new and existing' will be inserted within
parentheses after "wells".
3-6
2, Subsection 3.3.2
Comment: As stated previously, without sufficient data, a model
cannot be used as a predictive tool for the placement of wells.
In addition, the paragraph states that
"...
the results of the
modeling may be used to refine the locations of well clusters sited
near surface water bodies. . ." If use of the model for locating
wells is optional, the necessity for the modeling effort at this stage
of the investigation is questionable.
W0109246.080
9
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
In the fifth bullet, is the particle tracking suggested synonymous
with detention time predictions? Will this model be able to
evaluate seasonal variability and stratification? If so, this may be a
source of information for ecological risk assessment. It is
suggested that bathymetric and physical chemistry information for
specific ponds be gathered that would assist in this evaluation.
Response: Please refer to responses for Page 3-2, Paragraph 5,
Subsection 3.2, Page 3-4, Paragraph 2, Subsection 3.3, Bullet 3; and
Page 3-5, Paragraph 1.
The particle tracking capabilities using MODPATH do provide a
means to compute time of travel along given specified flowlines.
By inputing water levels measured at different times of the year,
groundwater flow system variation with season can be determined.
Stratification of geologic materials can be modeled by assigning
different hydraulic properties to model layers created in the model
upon synthesis of field data. Also, horizontal to vertical anisotropy
ratios of hydraulic conductivity can be specified. For the major
ponds, existing bathymetric information will be used. Physical and
chemistry information will be readily available for Ashumet and
Johns Ponds, and will be researched for other ponds. Limited
fathometer surveys in Johns and Ashumet Ponds will be conducted
to aid in selecting specific locations for sediment coring. No
change to text.
3-7
Subsection 3.4.1
Comment: The source of water for decontamination purposes
must be clearly specified. The anticipated analyses to ensure that
the water supply is free of contaminants should be documented in
the text.
Response: The first bullet under Subsection 3.4.1 will be revised
to read: "Water for drilling and decontamination will be obtained
from the local public water supply that is nearest to the drilling
site. Because chemical analytical samples are not a part of this
field program, one field blank sample of the source water will be
collected for each sampling event, or field shift. This sample will
be analyzed for all Target Compound List parameters, including
volatile and semivolatile organic compounds, pesticides, and PCBs,
and all Target Analyte List inorganics. If drilling/decontamination
water is taken from more than one location per shift, additional
field blanks will be taken and analyzed.
W0109246.080
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HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
3-8
1, Subsection 3.4.1
Comment/Response
Comment: The paragraph states that drill cuttings and drilling
fluids will be "periodically' screened for contamination.
Periodically needs to be defined. A suggested monitoring schedule
would be once every 10 feet or once per split-spoon sample
collected.
Response: The word "periodically" will be removed, and
"approximately every 10 feet of drilling depth" will be substituted.
3-9
2 Subsection 3.4.2
Comment: The text describing the mudless rotary methods do not
definitely state that samples will be taken, only that samples can be
taken by the methods. Sample collection intervals and procedures
to be used, if the mudless rotary method is selected, should be
provided in this work plan.
Response: It is not the purpose of this section to describe sample
collection frequency; Subsections 3.5.2 and 3.5.3 address this
subject. The following will be added to the end of the last
sentence of the first paragraph: "(Sample collection is described in
Subsections 3.5.2 and 3.5.3)"
3-11
2, Subsection 3.5.1
Comment: The text states that water table wells will be drilled
and installed without sampling and also states that final screen
location will be determined by the site hydrogeologist to account
for seasonal water table fluctuations. The text needs to explain
how the water table and seasonal water table fluctuations will be
determined if no geological samples are to be collected prior to
screen installation.
Response: The following explanation of how water table well
screens will be positioned vertically will be added after the fourth
sentence: "To determine the relationship between water table
elevation at the time of well screen installation and the range of
normal seasonal fluctuation, the elevation of the water surface of
Ashumet Pond (at the north end) will be measured and compared
to U.S. Geological Survey (USGS) records dating from 1972 and
supplemented by MMR environmental subcontractor readings.
Additionally, hydrographs for long-term observation wells and
other surface water bodies will be researched from the USGS,
Cape Cod Commission, and other available sources to determine
the appropriateness of using Ashumet Pond fluctuation records for
all three study regions. A baseline station will be selected as the
W0109246.08 0
11
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
best indicator of seasonal changes in groundwater levels underlying
the Upper Cape, and will be used to determine the depth of the
well screen interval. Each well screen will be positioned so that
three feet extends above the long-term average groundwater
elevation at each site, established by subtracting (wet season) or
adding (drought) the current difference between baseline station
elevation and the mid-point elevation between recorded extremes
for baseline station from the current water table depth at a given
well under construction."
3-11
4, Subsection 3.52
Comment: A sampling interval of 10 feet is appropriate for areas
(or to depths) where stratigraphy is fairly well known. However,
since the purpose of the these borings is to obtain stratigraphic
information in areas where not much data are available, a five foot
(or continuous) sampling interval would be more appropriate and
will yield more credible data. In the coastal zone, for example, a
peat layer could easily be missed with a 10 foot sampling interval.
Provide the rationale for advancing the borings to an approximate
depth of 250 feet.
Response: The sampling interval will be changed to: "every five
feet". A third sentence will be added to the second paragraph of
Subsection 3.5.2 that reads: "For homogenous intervals, laboratory
grain-size analyses will be performed on samples spaced every
ten feet; field observation of heterogeneity would prompt grain-size
analyses every five feet."
Concerning the geologic test borings (GBs), the 250 feet depth
figure is an estimate based on a generalized depth to bedrock
beneath the southern area of the MPP outwash. It is likely that
GBs located in the moraine will be somewhat deeper while those
along the coast will be shallower. The following information will
be added to the end of the second paragraph of this section: "The
actual drilled depth of each geologic test well may vary significantly
depending on the stratigraphy encountered. The goal for GBs is to
reach bedrock at each site, unless a silt or clay unit of at least 50
feet in thickness is encountered at or below an approximate
elevation of -100 feet MSL."
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HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
3-13
4, Subsection 3.7.2
Comment/Response
Comment: The water levels should be measured over a period not
to exceed 24 hours. Any survey should be cancelled and .
rescheduled if a precipitation event occurs or is anticipated to
occur during the measurement interval.
The work plan does not clearly indicate whether the existing wells
shown on Plate 1 are to be included in the water level survey. The
plan should clearly indicate the proposed water level survey points.
The plan should state at what intervals the three (Post Phase II
well installation) water level measurement events will occur.
The rationale or objective for collecting a round of measurements
after a rainstorm event needs to be further explained. The end use
of the data should be explained. The plan should clarify how soon
after the rain storm the data would be collected. The concern is
as follows: Continuous water level data collected from the
MW-513 cluster to assess impacts due to infiltration showed
significant impact to the water levels within the first few.hours of a
rainfall event and change over at least eight hours. Data collected
from wells at various stages of equilibration would be difficult to
interpret. Continuous readings at several key locations (ground
water and surface water) may provide better information on
aquifer response to precipitation events, and surface water/ground
water interactions.
Tidal influence on the water levels in the geologic wells to be
installed along the shore should be evaluated. Use of a continuous
recorder over a complete tidal cycle would be the most cost
effective way to collect these data. However, based on our
experience, it should be noted that the response of a well screened
deeper in the aquifer may not be representative of a well screened
at the water table if the stratigraphy near the shore is
heterogenous (i.e., shifting marsh, beach, mudflat environments
within outwash).
The Work Plan and the OAPP need to discuss how surface water
levels will be measured. Measurements need to be collected in
each pond from a permanent structure or staff gauge that can be
surveyed. It has been indicated that there has been difficulty
installing stakes at some locations.
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HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Response: The second sentence will be eliminated. The following
information will be inserted after the fifth sentence: "If possible,
water level surveys will be separated by at least 6 weeks from one
another, and will be completed within a period of 24 hours.
Surveys will not be conducted during or within 2 days of a rainfall
event of greater than 0.5 inches accumulation in 24 hours."
A new second sentence will read: "Water levels in all wells shown
in Plate 1 (Region I and II) and all proposed wells in Region III
will be measured during each survey."
Based on USEPA's concern about the interpretation of water level
data collected over what could be the entire duration of
equilibration after a rain event, the sixth sentence will be removed,
and the following requirement will be added: "A continuous water
level recorder will be operated over a period of two days at each
coastal geologic test well (GB-5, GB-6, GB-8) to document
fluctuations caused by ocean tides."
It is acknowledged that stakes and staff gages at surface -water
bodies can pose a problem in holding a constant datum. The NGB
believes the most reliable method is to establish a surveyed
reference mark (RM) at each location on or near the shoreline,
and that measurements of surface water level be obtained by direct
measurement vertically to the water, or by instrument leveling.
Where possible, RMs will be installed at low height in mature
trees.
3-14
2, Subsection 3.7.4
Comment: As noted in previous USEPA comments, the methods
outlined in the QAPP will not be appropriate for analyses of data
which exhibit underdamped harmonic response. An appropriate
analytical method will be required for well data which may show
this response.
In work carried out by MIT and the USGS, traditional slug test
analysis where there is an overdamped response results in
significant error in estimation of hydraulic conductivity. The Molz
et al (1990) analysis is recommended.
W0109246.080
14
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
Response: Data that exhibit underdamped harmonic response may
be evaluated using the Molz et al (1990) analytical method. The
"computations" section in the QAPP on Page 4-14 will be expanded
to reflect this contingency by inserting the following after the sixth
sentence:
"In the event that any slug test data plot displays an underdamped
harmonic response, other methods of analysis (e.g., Molz et al.,
1990) will be consulted."
3-14
3, Subsection 3.8
Comment: The work plan does not clearly outline how modeling
can be used to develop an understanding of the three-dimensional
flow near the kettle ponds when data on the deeper portion of the
aquifer in the area of the ponds has not yet been obtained. The
work plan needs to state what kind of information the model will
provide that can be used to optimize well placement and how that
information will be applied. It is not apparent that such a model
can provide any useful information for deep well placement, not
provide information on ground water/surface water interaction.
Response: Existing grain-size and slug test hydraulic conductivity
data strongly indicate a fining of sediments with depth within the
outwash aquifer (Phase I of the Ashumet Valley Groundwater
Study, E.C. Jordan, 1990). This scenario will be assumed in
developing input parameters for the prototype model. After Phase
II drilling and hydraulic conductivity testing, the prototype model
will be to updated with new hydrogeologic parameters for deep
geologic units and additional modeling runs performed if the field
data provide values that are significantly different.
What was not explicitly stated in the work plan is that, for Region
III (Johns Pond), follow-up MODFLOW/MODPATH modeling
will be performed to build upon the prototype model results after
inclusion of hydrogeologic data from Phase II. This is a large part
of data analysis and interpretation.
Changes to the text on Page 3-16 will include the following: The
first sentence of the third paragraph in Subsection 3.8 will be
appended to the end of the second paragraph. The remainder of
the third paragraph will be replaced as follows:
W0109246.080
15
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
"An important component of data analysis for Study Regions I and
II after collection of Phase II data is to calibrate more closely the
prototype pond model with the new geologic and hydraulic
conductivity data. If the new data are significantly different than
those use for any prior model runs, additional model runs will be
made with new inputs. Analysis for Study Region III is to include
the implementation of MODFLOW/MODPATH modeling for the
Johns Pond area, extending from upgradient of the north end of
the pond (southern SERGOU area) to the southern limits of
Region III. The objective of this pond-specific model is to
determine the 3-dimensional flowpaths of projected SERGOU
plumes, relative to the bottom of Johns Pond. This groundwater
flow model will be calibrated using hydrogeologic data collected in
Region III and existing and new data for the SERGOU."
3-17
1, Subsection 3.8
Comment: This office disagrees with the "prototype pond"
modeling approach or any modeling approach before the collection
of a field data base adequate for model calibration. In addition,
the work plan does not specify how pond parameters, such as pond
bottom conductance will be determined. The conductance of the
bottom of the pond will greatly influence the interaction between
the pond and the aquifer. Investigation of the bottom of any pond
is not part of the Phase I program. Without data on the
conductance of the pond bottom, any aquifer model of the pondaquifer system cannot be calibrated.
Response: See responses for comment immediately above, for
Page 3-2, paragraph 5, Subsection 3.2, and for Page 3-4, Paragraph
2, Subsection 3.3, Bullet 3. Samples will be collected in Phase I of
the Region III investigation to analyze and derive estimates of
pond bottom conductance.
3-17
3, Subsection 3.8
Comment: The analysis of aquifer parameters does not include
the conductance value of the pond bottom. As stated above, this
value is an important component of any model of the aquifer-pond
system.
16
W0109246.oso
W0109246.080
16
RESPONSE TO USEPA COMMENTS
TASK 1-9
,HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
We recommend that modeling of this pond-aquifer system be
based upon a multi-layer three-dimensional model. If 2-D models
are to be used, both horizontal (area 1), and vertical (x-section)
oriented models should be developed. A single layer, horizontal
two-dimensional model will not be useful for examining vertical
flow patterns in the pond-aquifer system which are essential for
determining ground water, surface water interactions.
Response: In regards to conductance values for the pond bottom,
core data are proposed for collection in NGB's response to
Page 3-4, paragraph 2, Subsection 3.3, bullet 3.
The NGB fully intends to perform 3-dimensional groundwater flow
modeling with the stated model codes. The typographical error
will be corrected.
3-17
4
Comment: The second sentence states that the evaluation will
estimate "...the influence of surface water bodies on vertical flow
upgradient of the aquifer." Clarify what this sentence means.
Response: The second sentence will be replaced with the
following clarifying statement: "The influence of ponds on
flowpaths, both horizontal and vertical components, will be
determined through conjunctive interpretation of the MODPATH
particle-tracking results, groundwater flow net analysis (specifically
based on measured vertical gradient profiles), and calculated inflow
and outflow from ponds from the water budget balancing
approach. Contemporaneous streamflow and groundwater/pond
level data will form the basis for calibration of the overall analysis."
4-1
3
Comment: The basis for the estimate of the depth of the
freshwater/saltwater interface should be provided. The ball park
figure is usually estimated by determining the elevation of the
water table above mean sea level (NGVD) and applying the
Ghyben-Hertzberg equation.
NGB should be aware that data collected to determine the
saltwater-freshwater interface may be difficult to interpret due the
presence of a transition zone (which may be 30 to 50 feet thick),
variable stratigraphy in the first hundred feet due to shifting
coastal environments, and the impact of large storm events
W0109246.080
17
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
(overwash) which may leave residual saline water in lower
permeability layers, or the impact nearby pumping wells.
Response: The second sentence to the end of this paragraph will
be changed to reflect a different approach to data collection, and
will read as follows: "Groundwater discharged during drilling of
GB-8 will be sampled at a maximum depth interval of 5 feet and
tested with a field specific conductance meter to develop a
groundwater conductivity profile, which will be interpreted to
identify the fresh water/salt water interface and thickness of the
transition zone. A quantified position of this interface is necessary
to estimate the landward/seaward location of potential future
discharge of the LF-1 plume along the Buzzards Bay coast. The
success of this approach is dependent on using a drilling technique
that advances casing with a maximum of 2 to 3 feet depth lag
behind the drill bit. The water discharge rate at sampling depths
should be low so as not to induce vertical movement of
groundwater outside the drill casing. Based on the GhybenHertzberg principle and the extrapolation of a water table
elevation of less than 3 feet above sea level at the drilling site, the
salt water/fresh water interface should be found shallower than
120 feet below mean sea level."
4-4
1, Subsection 4.1
Comment: It is not clear how soil samples will be screened for
specific conductance; no methodology is presented in the Work
Plan or the QAPP. This office has reservations about using the
specific conductance of soil samples to assess the specific
conductance of the ground water. The cation exchange capacity of
the soils may be different and affect the measurement. The work
plan needs to explain the proposed approach in more detail so it
can be evaluated. An approach that allows sampling of water
rather than soil should be considered.
The coring device to be used in GB-8 should be specified.
All of the proposed wells are west of Coonamessett Pond and
Sandwich Road. Several clusters should be installed in the
projected path (Flax Pond and Backhus River) to expand the
applicability of this study. The current network is primarily water
table wells.
18
W0109246.O8O
W0109246.080
18
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Response: The soil sampling for pore-water specific conductivity
approach has been replaced by direct sampling of groundwater
during drilling (see above response).
East of Sandwich Road and south of Route 151 in the
downgradient flowpath of the Ashumet Valley Plume, 22 multilevel
monitoring well clusters exist (E.C. Jordan Co., March 1991). This
density is considered adequate.
4-4
5
Comment: Installation of staff gauges in surface water bodies
should be added to the additional activities.
Response: Staff gages will not necessarily be installed for
infrequent measurement of the elevation of surface water bodies;
the establishment of permanent reference marks (RMs) and
leveling appears to be a more practical method (See Response to
Comment Page 3-13, Paragraph 4, Subsection 3.7.2).
4-7
Table 4-3
Comment: The heading Monitoring Well Clusters for MW-556D
to MW-564D should be changed to Water Table Wells.
Response: The title of the left column will be changed so that the
major title reads "Monitoring Well Clusters", under which two
subheadings will read "Water Table Wells" and "Deeper Wells".
Well MW-554D, at the bottom of Page 4-6, will be moved to its
appropriate place under "Monitoring Well Clusters".
4-9
4, Subsection 4.3
Comment: The work plan needs to clarify how data collected for
this study will be integrated with the Task 2-5C RI (SERGOU) -it appears that part of the critical data needed for this
hydrogeologic study (related to the area upgradient of John's
Pond) will be collected during the RI. Also, the well clusters
installed for this hydrogeologic study may be appropriate for
chemical sampling for the SERGOU RI to provide significant
information regarding contaminant migration and "underflow".
The relationship of these studies should be discussed with this
office.
Response: The third sentence will begin a new paragraph.
Immediately after the second sentence (first paragraph), a
discussion of the relationship between the Task 1-9 hydrogeologic
investigation and the SERGOU study will be added as follows:
W0109246.080
19
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
"Contemporaneous RI investigations immediately north of Johns
Pond will collect data to finalize characterization of groundwater
flow system behavior and delineate chemical plumes from three
general source areas (AOC SD-5, AOC PFSA, and the
southeastern industrialized area which includes FS-25 and
SD-3/FTA-3). Significant findings from investigations of these
AOCs, collectively called SERGOU, will be incorporated into the
analysis of groundwater movement toward and in Region III."
Under Task 2-5C, sampling of Region III wells could be initiated
as a Field Change Request (FCR).
4-10
Figure 4-1
Comment: This figure should show existing wells and well clusters
and proposed wells in the Task 2-5C RIFSAP in the vicinity of and
upgradient from John's Pond.
Response: Figure 4-1 will be modified to also show the locations
of close-in existing and proposed wells associated with the
upgradient RI investigations.
4-11
2
Comment: Wells should also be proposed to be installed on the
south side of Johns Pond.
Response: Existing water table contouring is interpreted as not
implicating this area to lie within the pathways of plumes within
the SERGOU. Drilling wells at the southern end of Johns Pond,
over one mile from known contamination and seemingly crossgradient of groundwater flow at the north end of the pond, would
be speculative.
The last sentence of the first paragraph on Page 4-11 will be
replaced as follows: "The field investigations will include
explorations to provide data for interpreting the hydraulic effect of
substantial discharge of groundwater to the Quashnet River.
Installation of monitoring wells in the southern part of the Johns
Pond area is not planned, because (1) this area is judged to be
outside the flow paths of SERGOU plumes (based on regional
water table contour map interpretation); and (2) the current
knowledge of hydrogeologic conditions for this area is adequate to
meet the objectives of the proposed groundwater flow modeling."
W0109246.080
20
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
4-11
2, Bullet 1
Comment/Response
Comment: Well designations should be consistent between the
text and the table (i.e., MW or WT).
Response: Consistency will be established by changing the MWs
in this bullet to WTs.
4-12
4, Subsection 4.3
Comment: Additional activities should include installation of pond
staff gauges at MW-55 (MW-550) and MW-551.
Response: As stated previously (see response to Page 4-4,
paragraph 5), the use of permanent RMs will accomplish the same
objectives as staff gages (which are more subject to datum
disturbance). No change to text.
5-2
Subsection 5.2.3
Comment: It is stated that the activities are not governed by the
Federal Facility Agreement. This office does not concur with this
statement, as some of the activities performed and information
generated may or will be used in Remedial Investigation reports.
Response: NGB maintains that, because this investigation is not
an RI/FS investigation, it is not a primary document (particularly
for Regions I and II); and thus, is not governed by Federal Facility
Agreement.
5-3
Subsection 5.2.5
Comment: Decontamination supplies and all equipment proposed
for gathering stream-gaging data and piezometric data should be
listed in the text.
Response: The following paragraph will be added to this section:
"Water level meters and transducers will be decontaminated prior
to lowering into wells by washing with a one percent
(approximately) liquinox/deionized water mixture, followed by
thorough rinsing with deionized water. Because streams in the
study regions are not contaminated, decontamination of 'stream
gaging equipment after initial deconning with the above procedure
is not necessary."
6-1
W0109246.80
Section 6.0
Comment: It is unclear whether this office will have the
opportunity to review the Phase I investigation and pond modeling
prior to the commencement of the Phase II investigation.
221
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Response: A time span of only 6 weeks to conduct initial
modeling presently exists between the final day of Phase I data
collection at Region M and the beginning of Phase II drilling. The
results of modeling will be summarized and presented at a meeting
to keep USEPA informed; however, a review process can not be
accommodated prior to beginning Phase II without significant
schedule delay.
7-1
Section 7.0
Comment: This section includes a schedule of proposed activities
to complete the various tasks. Please be advised that since the
information generated during this study is to be used as part of
either the LF-1, CS-10, SERGOU, or other RI reports, the work
must be completed according to the schedule contained in the
revised Federal Facility Agreement, now currently out for public
comment. Delay of the completion of these RI's in order to
incorporate the necessary information from this study would be
unacceptable and not just cause for an extension.
Response: Comment is noted.
Review of Appendix A, QAPP
Title
Page V
Comment: The QAPP document should be signed by the
responsible officials.
Response: The QAPP will be signed by the indicated responsible
officials before being re-issued.
3-2
2, Subsection 3.2.1
Comment: The QAPP describes precision and accuracy and how
they relate to DQOs but has not established the project precision
and accuracy. The QAPP should present the project precision and
accuracy goals for this investigation.
Response: Project precision and accuracy goals will not be
submitted as part of Task 1-9. A number of difficulties in
quantifying goals are intricately interwoven into this seemingly
attractive concept. Exact definitions of what processes or factors
USEPA would like addressed for studies such as Task 1-9 are
unknown. For example, the measurement of water levels in wells,
at ponds, or streams involve instrument precision, operator
precision, the effects of various weather conditions, and instrument
maintenance and calibration. Any realistic program values derived
W0109246.080
22
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
would necessarily be larger than what would be achievable under
ideal conditions. Another point is that the value of the data to the
project goal of determining water movement is dependent on the
how true the elevation survey has been performed, how plumb the
wells are, etc. In summary, the NGB feels that the overall process
that would attempt to quantify hydrogeologic data validity is highly
subjective, and would not replace "best professional judgement"
during the interpretation phase of a contamination study. SOPs
generally include information pertaining to precision, in terms of
measurement error and reporting values to the appropriate
numerical places.
3-2
4, Subsection 3.2.3
Comment: The QAPP has defined completeness, but has not
presented any completeness goals other than to state that sufficient
data will be collected to meet the goals of Task 1-9. The QAPP
should specify the percentage of valid data required to meet
project objectives.
Response: Completeness is another abstract measure that may or
may not reflect the validity of, and success of, hydrogeological
interpretation and recommendations of an investigation. In
general, a field program is designed to collect only that data
believed to be needed to describe contamination, meaning that,
prior to any data collection and analysis, 100 percent of the
planned data collection is necessary. However, in the course of
data collection, knowledge of what is actually necessary usually
changes, and thus Field Change Requests are implemented. It is
therefore not uncommon that certain data may become non-critical
or new data collection could become critical to developing an
adequate understanding to meet objectives. In summary, the NGB
is not providing specific completeness goals, but intends to collect
and properly analyze all data specified in the work plan if
physically possible, unless real-time field information indicates
some modification is justified (major modifications will be
presented to the USEPA prior to any implementation).
4-5
Subsection 4.1.3,
Item No. 3
Comment: A description of the "Unified Soil Classification
System" should be appended to the QAPP document.
Response: The Unified Soil Classification System is included in an
SOP in this transmittal; this SOP (Classification of Soil and Rocks)
will be inserted into Subappendix A-2 of the QAPP.
W0109246.080
23
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
4-5
Subsection 4.13,
Item No. 4
Comment/Response
Comment: The text states: "The 16-ounce reference soil jar is
used to collect samples from each split spoon and, if required, for
laboratory grain-size testing". Is grain-size testing conditional? If
not, delete the phrase "if required" from the above statement.
Response: The collection of split-spoon soil samples is for grainsize analysis only, and will occur at five-foot intervals in the
geologic wells and at 10-foot intervals in the deepest monitoring
well at each cluster. The phrase "and, if required," remain, as
consistent with the revised data collection plan stated in the
response to Page 3-11, Paragraph 4, 3.5.2.
4-10
Well
Development,
3rd paragraph
Comment: The analytical methods for specific conductivity, pH,
and temperature should be referenced in the OAPP or
Appendix A.
Response: The text for Section 7.0 will be replaced with the
following:
"Data for laboratory analysis will not be collected as part of
Task 1-9, however, during well development the discharge water
will be monitored using the following procedures:
-
specific conductance, Method 120.1;
-
pH, Method 150.1; and
-
temperature, Method 170.1
These procedures are described in "Methods for Analysis of Water
and Wastes", USEPA-600/4-79-020, March 1983."
4-10
4
Comment: The calibration of the field gas chromatograph (GC)
proposed for target volatile organic compounds (VOCs) analysis
has not been addressed. Revise Section 6.0 to include the
calibration of the GC.
Response: The following sentence will be inserted after the first
sentence of this paragraph:
"Calibration procedure for the GC is included in Subappendix A-6
and the target VOCs are listed in Table 4-1 of the QAPP."
W0109246.080
24
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Also, new paragraphs will be added to the ends of QAPP
Sections 6.0 and 7.0 that read:
"The calibration procedure for the field GC, used to monitor the
presence of VOCs in well development water and on site mobile
treatment systems, can be found in Subappendix A-6."
Subappendix A-6 is included in this transmittal.
4-10
Bullet 1
Comment: Surge block with pumping is the prime choice. We do
not want to see compressed air used. if a well is pumped until a
turbidity value is reached, it is 5 NTU, not 50 NTU. Otherwise,
you will wait for the indicator parameters to reach stability, the
turbidity will be one of the indicator parameters.
Response: The third bullet that specified compressed air
development as an option will be removed. Development will be
accomplished by alternately surging the well with a surge block and
pumping to clean the fines and turbid water from the well. The
NGB believes that a 5 NTU turbidity standard will not be
attainable in some cases regardless of the duration of development.
The problem is that, unlike water supply wells, some monitoring
wells are completed opposite silty strata to monitor the appropriate
depth interval. It is expected that specific conductance, pH, and
temperature will stabilize with less than 10 percent fluctuation
about average readings in the planned two hours of development.
The NGB proposes to measure turbidity during development to
document if it reaches stabilization during the allotted two hours.
It should be recognized that the rate of pumping can control the
degree of turbidity, and in these cases, NTU measurements are a
poor indicator of completeness of development.
4-10
W0109246.080
4, Subsection 4.2
Comment: The OAPP states that the development water will be
screened for target VOCs with a field GC to confirm that the
water is below MCLs. The QAPP also states that if the water
contains VOCs above MCLs that the water will be treated on-site
or shipped off-site for disposal. The OAPP does not state what
the target VOCs are or their MCLs. The QAPP should include a
table presenting the target VOCs and their respective MCLs.
25
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
This paragraph of the QAPP briefly mentions two treatment
methods for removing VOCs from the development water that may
be used. If air stripping is to be used, proper air emission controls
must be included. This brief discussion of on-site treatment of the
development water raises the following questions concerning the
operation of such treatment technologies:
-
Will the effluent of the treatment system be
measured for "target VOCs"?
-
If so, how? Field GC or off-site laboratory?
.
What is the frequency of effluent monitoring?
-
What is the frequency of activated carbon
changing?
Response: The third and fourth sentences in this paragraph will
be revised to reflect the selected water treatment alternative, as
follows: "Ifconcentrations are greater than MCLs listed in
Table 4-1, the purged groundwater will be passed through a mobile
activated carbon canister treatment system to reduce VOC levels
to below MCLs, before being discharged to the ground surface at
the treatment location (either at the well/boring or at a central
MMR location)."
The following statements will be appended to Paragraph 4: "The
effluent of the treatment system will be tested with a field GC to
assure that the discharged water meets the cleanup standards,
according to groundwater discharge procedures approved by
USEPA. If the effluent is above Table 4-1 concentrations, the
failing activated carbon canister will be replaced."
Given the historically low concentrations of VOCs upgradient of
the study regions, one carbon canister per region should suffice. If
necessary, replacements can be obtained quickly.
4-12
W0109246.OSO
4, Subsection 4.4
Comment: The QAPP describes the two kinds of slug tests and
how to induce rise or fall in water levels in some detail; however,
the QAPP fails to present the method which will be utilized during
this investigation. The QAPP should focus on the procedure that
will be implemented during this investigation and then present
. 26
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
contingencies if the primary slug test procedure will not meet
DQOs. As noted in previous USEPA comments, if oscillation
related to harmonic responses are observed in slug test data,
Bouwer and Rice will not be an appropriate analytical method.
Response: The sudden injection and removal of a volume of water
will not be used, therefore Bullets 3 and 4 on Page 4-13 will be
deleted.
The last two sentences of the first paragraph under "Approach" on
Page 4-12 will be deleted and replaced by the following:. "Forwells
scheduled for slug tests, a falling head test will be first performed
and will be followed by a rising head test upon recovery to
equilibrium."
The first paragraph on Page 4-13 following the bullets will be
deleted in its entirety.
Because moderate to high hydraulic conductivity is expected
opposite most screens, the use of a data logger and transducer is
planned at each well tested. The second paragraph on Page 4-13
will be deleted, and the following will be added to the front of the
third paragraph: "Because moderate to high hydraulic conductivity
could be encountered at most sites, a pressure transducer
connected to an electronic data logger will be used to rapidly
measure and record excess head decay. The data logger should be
set at a measurement rate of at least twice per second to initially
begin recording on a logarithmic cycle. A transducer with a range
no greater than 10 pounds per square inch (psi) will be used."
The third sentence of the third paragraph on Page 4-13 will be
rewritten to read: "If any abnormal data scatter is detected in the
field plots for either the first or second test per well, additional
tests will be run to determine if the irregular data are flawed."
On Page 4-14, a sixth bullet will be added that reads "the diameter
and length of the water displacement slug".
Concerning the case of interpreting data that displays oscillatory
harmonic response, please see NGB's response to Page 3-14,
Paragraph 2, Subsection 3.7.4.
W0109246.080
27
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
4-14
Subsection 4.5
Comment/Response
Comment: The precautions to minimize cross-contamination
between wells should be documented in the text.
A list of sampling and testing equipment and decontamination
procedures should be provided. In addition, the source of ASTM
Type fl water rinse and/or any water for decontamination
purposes must be indicated.
Response: Drilling into contaminated soils or groundwater is not
anticipated, because drilling sites are downgradient of the plume
fronts. The QAPP states in this referenced section that
decontamination will occur at each cluster well location. A
statement to this effect will be added to Subsection 5.2.5 of the
Work Plan after the second sentence of the paragraph as follows:
"Soil sampling equipment will be decontaminated using a
Liquinox/water wash followed by deionized water rinse at the
beginning of each new well cluster, geologic test well, or water
table well."
The second sentence will be modified to read: "The equipment
listed at the end of Subsection 4.5 will be .... "
The following list of equipment will be added to the end of the
section:
-
split-spoon samplers
-
water level meter probes
-
pressure transducers
-
vibratory coring barrel
-
slug test cylinder
Please see response to Page 3-7, Subsection 3.4.1 of additional
comments for specification of source of decontamination water.
6-1
W0109246.080
Section 6.0
Comment: Field instrument and equipment should be calibrated,
inspected, adjusted, and maintained at the beginning and at the
end of each day to check for drift.
28
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
Response: The second sentence of the second paragraph will be
changed to read: "Each piece of equipment (e.g., PI meter No. 2)
used will be calibrated twice daily, prior to use, and at the end of
the work day, to document any drift that may have occurred."
7-1
Section 7.0
Comment: The text states that "analytical data will not be
collected as part of Task 1-9" and that "this section is inappropriate
for this task". However, Section 3.0, Page 3-1 includes DOOs for
grain-size data and PID meter screening data. Analytical
procedures for these analyses need to be addressed.
Response: This section will be rewritten as follows:
"Laboratory analytical data will not be collected as part of
Task 1-9. Two analytical procedures that are included in the Work
Plan are grain-size analyses and PI meter screening. Grain-size
analysis will be performed in the laboratory following the
Department of Army, Office of the Chief of Engineers Manual No.
1110-2-1906, as modified by the Corps of Engineers in May 1980
(see QAPP Subappendix A-4). Field procedure for performing PI
screening of air in the breathing zone, soils, and groundwater is to
calibrate a PI meter, measure and record the ambient background
reading away from the potentially affected media, and measure and
record the highest reading obtained within an inch or so of the
media."
Reference to grain-size analytical methodology will also be added
to the OAPP in Subsection 4.1.5 (Page 4-6) as follows: "This
analytical procedures is detailed in Subappendix A-4."
Subappendix A-4 is included in this transmittal.
8-1
Subsection 8.1
Comment: The text indicates that the measurements of the
specified water quality parameters need to be tabulated. Please
include the specified water quality parameters in the text.
Response: The first bullet in this section will be revised as follows:
"Measurements of specific conductance, water temperature, pH,
turbidity, and drawdown need to be tabulated and analyzed as well
development proceeds, to determine that these parameters have
reached equilibrium values and that adequate development has
been achieved."
W0109246.080
29
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
8-2
2, Subsection 8.1
Comment/Response
Comment: The QAPP states that the water level measurements
should always be checked against prior measurements to assess the
need to make confirmatory measurements before leaving the well
site. The QAPP has not stated to what degree the measurements
must differ before a confirmatory measurement must be made.
The QAPP should state the action limit at which the corrective
action (confirmatory measurement) would be triggered.
The QAPP should describe the method for collecting surface water
measurements.
Response: The first paragraph of the second bullet on this page
will be changed to read: "Water level measurements will be
reduced to depth below the fixed datum for a given well."
To establish a DQO for water level measurements, a sixth step will
be added to Subsection 4.3 on Page 4-12 as follows:
6.
A check measurement will be made immediately after
recording the initial measurement reading, and recorded.
The two measurements will then be compared for
precision. If the readings agree within 0.02 feet, the
average value will be used (circle in the field book). If
they differ by more than 0.02 feet, perform a third
measurement and average the two closest measurements
(and circle).
A new section, 4.6 SURFACE WATER MEASUREMENTS, will
be added after Page 4-14 as follows: 'The collection of surface
water elevation data will not involve the installation of staff gages;
however, flow data will be collected in accordance to typical
procedures of the U.S. Geological Survey. Basic procedures for
both activities are given below.
Water Surface Elevation Measurements. Elevations of surface
water bodies will be measured by establishing a Reference Mark
(RM) at the water's edge if possible, or close to the water's edge,
from which vertical distance to the water surface can be measured
with a rule or stadia rod (graduated to hundredths of a foot). The
RM will be securely anchored in the earth so that no vertical
movement is possible (e.g., spike driven in large tree). In some
cases, the use of a hand level or leveling instrument will be
W0109246.080
30
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
required if the RM is not at the shoreline. All such RMs will be
surveyed to an accuracy of 0.01 foot from a known (documented)
permanent Bench Mark (BM), or from two previously surveyed
marked points on nearby wells. Mean Sea Level datum shall be
used.
Streamflow Measurements. When measuring streamflow, the
multiple section method used by the U.S. Geological Survey Water
Resources Division shall be implemented. This method requires
sectioning off the width of a stream into 10 to 15 segments, each
with a width that is estimated to contain a flow volume per unit
time that is equal to each other segment. A tagline is strung
across the stream perpendicular to the flow direction to measure
segment widths. Using a factory calibrated cupped flow meter and
supporting wading rod, measurements of water depth and flow
velocity are made in the center of each segment. Flow is
measured over a period of at least 30 seconds at a depth equal to
0.4 times the water depth off the bottom of the streambed. The
flow of the stream across the measurement section in cubic feet
per second is computed by totalling the flow rate for each segment,
computed as segment width times segment depth times segment
flow in feet per second."
8-3
2, Subsection 8.1
The QAPP includes the development of a ground water flow
model as an area of validation. The development of a computer
model is not a systematic process of reviewing a body of data to
evaluate conformance to predetermined criteria, including limits of
precision and accuracy. A computer model is a measurement tool
which would require validation. The QAPP should include a
separate section which presents, in detail, the development of the
ground water model. The QAPP should include in this section
(Validation) the approach that will be used to validate that
computer model including the acceptance criteria (e.g., how close
does the model have to predict the spatial ground water pattern to
the actual water level measured?)
Response: Subsection 8.2 will be retitled "VALIDATION OF
DATA". A new Subsection 8.3 will be titled "GROUNDWATER
MODEL CALIBRATION/VALIDATION", and existing
Subsection 8.3 "REPORTING" will become Subsection 8.4. The
new Subsection 8.3 will begin with the second paragraph on
W0109246.080
31
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
Page 8-3. New Subsections for 8.3 is appended to this transmittal
under "OTHER CHANGES".
The NGB will have their groundwater modeler brief USEPA, if
more detailed is desired.
Review of Health and Safety Plan
Overall, the HASP is comprehensive and meets applicable regulations and guidance. However, certain items are not
presented clearly or without adequate detail. These items are summarized below.
1.
Comment: The HASP does not include the 3-day (24 hour) field training requirement of OSHA 29
CFR 1910.120 (e)(3)(i) in the training program description.
Response: The following will be added to Section B.1 - Initial Training
All ABB-ES associates are required to have attended the 40-hour training. In lieu of the 40-hour
training, 24 hour training is acceptable for non-ABB-ES workers who are on-site only occasionally
for a limited task and are unlikely to be exposed to airborne contaminant levels above the
permissible exposure limits (PELs) or published exposure limits or if they work at a site that has
been monitored and fully characterized indicating that exposures are below the PELs and there is no
health hazards nor the possibility of an emergency developing. If these workers become general site
workers or are required to wear a respirator, an additional 16 hours of training will be required.
2.
Comment: The HASP bases action levels on photoionization detector (PID) readings above 6 ppm
in the breathing zone. However, the NIOSH recommended exposure limit (REL) for benzene is
0.1 ppm, which requires PPE upgrades to Level C at 5 ppm. It is recommended that benzenespecific Draeger tubes be used to (monitor) if PID readings above background are detected in the
breathing zone. An upgrade to Level B would be required if benzene were detected in
concentrations at or exceeding 5 ppm.
Response: ABB-ES' policy in regards to action limits is to use OSHA PELs or ACGIH TLVs,
which ever is more restrictive. The exception to this is when OSHA does not have a PEL, then we
would refer to NIOSH as required in 29 CFR 1910.120. ABB-ES has been monitoring the ACGIHs
Notice of Intended Change for benzene which would reduce the TLV to 0.1 ppm. If this occurs,
ABB-ES will then modify their policy in regards to benzene exposure and use monitoring equipment
that can detect benzene at the 0.1 ppm level and require upgrade to Level B should breathing zone
contaminant levels exceed this amount. Level C would not be appropriate due to inadequate
warning properties. (Note: ABB-ES currently uses the benzene 0.5/a Draeger tube which also
detects toluene, xylene, and ethylbenzene as interferences at approximately the same sensitivity;
therefore, the procedure is conservative when used at petroleum contaminated sites.
W0109246.080
32
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Comment/Response
Paragraph
Action limits, monitoring equipment and levels of personal protective equipment in
Subsection 3.1.3.2 and 3.1.4.1 will be modified as follows:
3.13.2 Levels of Protection. Drilling activities will be conducted with Level D personal protective
equipment, which, includes the following items:
.
coveralls
gloves
boots (chemical-resistant, steel-toed, steel shank)
safety glasses
hard hat
Level C respirator (on standby with cartridges)
If at any time photoionization (PI) meter readings indicate the presence of VOCs by sustained
readings above the ambient background reading, either in the breathing zone (BZ) or at the source,
workers will upgrade to modified level D (i.e., the addition of poly-coated Tyveks).
STUDY REGION I: If BZ levels on the PI meter exceed background, workers will monitor with a
carbon tetrachloride 1/a Draeger tube. If Draeger tube levels are above 1 ppm, PPE will be
upgraded to Level B. If levels are below 1 ppm, continue working at Level D until levels reach or
exceed 6 ppm, then upgrade to Level C. Work can continue at Level C until PI readings reach or
exceed 300 ppm in the BZ at which time, upgrade to Level B. See summary below:
Study Area 1 Action Limit SummaryLevel B required if:
PI meter readings 2 300 ppm in BZ; or
Carbon tetrachloride 1/a Draeger tube
Level C required if:
PI meter readings < 300 but
1 ppm in BZ.
6 ppm in the BZ.
Modified Level D required if:
PI meter readings < 6 ppm in BZ but greater than background at source; and
.
Carbon tetrachloride 1/a Draeger tube < I ppm in BZ
Level D acceptable if:
.
PI meter readings at background at source; and
. .
Carbon tetrachloride 1/a Draeger tube non-detect at source.
W0109246.080
33
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
STUDY REGION II: If PI meter readings in BZ reach or exceed 6 ppm, workers will upgrade to
Level C. If PI meter readings reach or exceed 300 ppm, workers will upgrade to Level B. See
summary below:
Study Region II Action Limit Summary
Level B required if:
.
PI meter readings
300 ppm in BZ.
Level C required if:
PI meter readings < 300 ppm but
6 ppm in BZ.
Modified Level D required if:
PI readings < 6 ppm in BZ but > background at source
Level D acceptable if:
.
PI readings at background at source.
STUDY REGION III: If PI meter readings in BZ exceed background, monitor with benzene 05/a
Draeger tube. If benzene readings reach or exceed 0.5 ppm, upgrade to Level C. If benzene levels
are below 0.5 ppm in the BZ, continue working at modified Level D until PI readings reach or
exceed 6 ppm, at which time workers will upgrade to Level C. Continue monitoring with PI meter.
When PI meter readings near 50 ppm, being monitoring with benzene 5/b Draeger tube. If benzene
levels reach or exceed 50 ppm, upgrade to Level B, otherwise, continue working until PI meter
readings reach or exceed 300 ppm in the BZ. See summary below:
Study Region III Action Limit Summary
Level B required if:
PI meter readings > 300 ppm in BZ; or
Benzene 5/b Draeger tube readings 2 50 ppm in BZ.
Level C required if:
.
PI meter readings in BZ < 300 but 2 6 ppm; or
Benzene 5/b Draeger tube readings < 50 ppm and benzene 0.5/a Draeger tube readings
2 0.5 ppm.
Modified Level D required if:
PI meter readings in BZ < 6 ppm but > background at source; and
Benzene 0.5/a Draeger tube readings in BZ < 0.5 ppm.
W0109246.080
34
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
Level D acceptable if:
PI meter readings at source at background; and
Benzene 0.5/a Draeger tube nondetect at source.
3.1.4.1 Air Sampling. Add benzene 0.5/a, benzene 5/b, and carbon tetrachloride 1/a Draeger tubes
and pump to monitoring equipment list.
3.
Commept: Subsection 3.1.2.1 indicates that deer ticks are present in the study areas. No guidance is
included in the HASP to enable personnel to identify the deer tick or to protect themselves from
contracting Lymes disease. Due to the serious nature of Lymes disease, personnel should be
provided with adequate information to protect themselves from exposure to the deer tick.
Response: The attached document in regards to Lymes disease will be added to the HASP in
Appendix P. A note in Subsection 3.1.2.1 Health Hazard will be added referring the reader to
Appendix P for further information on Lymes disease.
4.
Comment: Modified Level D protection is listed as required if sustained PI meter readings above
background are encountered during drilling operations. The reader is referred to Appendix E for
more detail concerning levels of personal protective equipment (PPE), yet modified Level D PPE is
not included in the Appendix. The HASP should to clearly outline all levels PPE.
Response: Subsection E.2.3 will be modified with the following added: Note: Modified Level D is
Level C without the cartridge respirator.
5.
Comment; The HASP lists the known or suspected chemicals on site but does not provide a
physical description of the chemicals, exposure limits, symptoms associated with exposure, target
organs, or first aid procedures for chemical exposures. The HASP should include a summary of this
information.
In addition, MSDS sheets for chemicals brought onsite by ABB-ES are not provided at the end of
the HASP. MSDS sheets for these chemicals should be included.
Response: CHRIS data sheets for the compounds of concern as well as the MSDSs for the
chemicals brought on to the site were inadvertently left out of the document. These documents will
be added to the HASP in Appendix N, and are included in this transmittal.
35
W0109246.OSO
W0109246.080
35
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
OTHER CHANGES
(1)
As a results of adding the collection of pond sediment-samples, another drilling/sampling technique will be
added to the QAPP. A new 4.1.4 is presented below; Sample Identification and Grain-size Analyses are now
Subsections 4.1.5 and 4.1.6, respectively.
4.1.4 Vibratory Drill Sampling
Objective. The pond sediment collection method that will be used is the portable vibratory drill (e.g., the
MetaProbe or equivalent). The objective of this sampling method is to retrieve a high-quality core sample,
suitable for performing permeameter and grain-size testing.
Approach. Sampling locations will be determined using results of a fathometer traverse survey to identify
areas of thickest sedimentation over natural aquifer materials. Sediment samples will be collected using a
vibratory drill with an acrylic liner. This.methodology will allow the collection of continuous, undisturbed
samples with minimal opportunity for volatilization.
Sampling Procedures. The vibratory drill is designed for shallow drilling in sediment to retrieve a highquality core sample. The drill uses a high-frequency vibratory drive to core sediments by breaking the
surface tension on sampling tubes, allowing for collection of continuous, undisturbed samples. The sediment
core will be captured in sampling tubes with polyethylene liners. The liners are necessary to allow for visual
inspection of sample core recovery and to maintain the physical integrity of the sample for laboratory
analysis.
Vibratory drill borings will be advanced to the projected completion depth (up to 20 feet below the pond
bottom). "The individual polyethylene liners will be held in place during drilling by folding around the
outside of the core barrel. Detention of the core will be accomplished by fitting the core barrel with coreretainers. As the continuous core sections are retrieved, the polyethylene liners will be removed from the
core barrel, and sealed at both ends. The liner will be selectively sliced lengthwise, and screened with a PI
meter. Core samples will be collected for field GC analysis, and off-site permeameter analysis for vertical
hydraulic conductivity. The core sample will then be visually inspected and be described by geologic logging
using the USCS. Vibratory drill borings will be logged in a manner similar to drilled soil borings, on a
standard field boring log form (see Subappendix A-1). Core sample containers will be labeled indicating
boring number, sample depth, date, and sample identification number.
Samples for potential field GC analysis will be collected from the core and placed in 40-mL vials. The
remaining material will be extruded directly into sample jars. Samples for PI meter screening will be
collected by filling 16-ounce reference soil jars half full and capping with foil and an airtight screw-type lid.
After any VOCs in the reference sample are allowed to equilibrate in the jar atmosphere (minimum time of
30 minutes), the foil will be punctured, allowing the PI meter tip to be placed in the headspace of the jar,
and a reading as parts-per-million headspace will be obtained. If PI meter results are positive, samples
W0109246.080
36
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
Paragraph
Comment/Response
collected for potential field GC analysis will be analyzed at the MMR field laboratory with the GC for target
VOAs, listed in Table 4-1 of the QAPP.
W0109246.080
37
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
(2)
Comment/Response
Paragraph
Page
A new section will be added to the QAPP as follows (Decontamination Procedure will become
Subsection 4.6):
4.5 CONDUCTANCE ANALYSIS OF POND BoTroM SEDIMENTS
Hydraulic conductivity testing of sediment samples will be performed in accordance with American Testing
and Materials (ASTM) D 5084-90, "Standard Test Method for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter". Details of the test methods are presented
in Subappendix A-5 of the QAPP. A brief summary of the testing procedure is presented in the following
paragraphs.
The tests will be performed using a flexible wall, triaxial permeameter. A schematic diagram of the testing
apparatus is presented in Figure 4-3. Each undisturbed sediment sample will be fully enclosed by an
impervious membrane, support pedestal, and top cap. A porous stone with filter paper will be placed on the
influent and effluent ends of the sample to help distribute the flow across each end of the sample and to
reduce the potential for migration of fines from the sample during testing. Each sample will be backpressure
saturated by applying an equal pressure on each end of the sample (influent and effluent), and consolidated
using a confining pressure equal to a computed in-situ confming pressure. After saturation and consolidation
is complete, a hydraulic gradient will be applied across the sample to create flow. The permeation will
continue until steady state conditions have been achieved. The permeant will consist of deaired water.
The hydraulic conductivity of the sample will be determined using the following relationship:
K = Q1
thA
where:
K
0
t
=
hydraulic conductivity, cm/sec
3
volume change during steady state flow, cm
final average length of sample, cm
time during steady state flow, see
h
=
pressure head across sample, cm
A
=
2
final average cross sectional area of sample, cm
=
=
=
W0109246.080
38
FLEXIBLE-WALL
TRIAXIAL
PERMEAMETER
...
....
SEDIMENT SAMPLE
CONFINING PRESSURE
SOURCE
(CELL PRESSURE)
PRESSURE SOURCE
(DRIVING PRESSURE)
PRESSURE SOURCE
(BACK PRESSURE)
LINE
EFFLUENT BURET
(FLOW MEASUREMENT)
INFLUENT BURET
(FLOW MEASUREMENT)
JjII3 R
iENEP
ABB Environmental
Services Inc.
ASEA BROWN OVERI
HYDRAULIC CONDUCTIVITY
TESTING APPARATUS
SCHEMATIC DIAGRAM
TASK 1-9
INSTALLATION RESTORATION PROGRAM
MASSACHUSETTS MILITARY RESERVATION
92100670
OAPP
APPENDIX A FIGURE 4-3
RESPONSE TO USEPA COMMENTS
TASK 1-9
HYDROGEOLOGIC STUDIES TECHNICAL MEMORANDUM
(continued)
Page
(3)
Comment/Response
Paragraph
In response to USEPA's request for the validations procedure for the proposed groundwater flow model, the
following section will be added to the Work Plan:
8.3 GROUNDWATER MODEL CALIBRATION/VALIDATION
Upon assignment and input of the initial input parameters, the modeling process includes model calibration
with the associated assignment of final input parameters, model validation, sensitivity analysis, and error
analysis. This section presents an overview of each step of this process.
8.3.1 Calibration
The model will be calibrated at a condition of steady-state to interpreted average (long-term) site conditions.
Groundwater potentiometric contours, hydraulic gradients, and mass balance calculations will form the main
criteria for comparison of the measured physical system to the modeled system. Several temporal sets of
groundwater and surface water elevations in specific monitoring wells, streams, and ponds will also be part of
the calibration process. This process will be achieved through adjustment of initial model inpnt parameters
such as hydraulic conductivity, aquifer thickness, net recharge, stream discharge and conductance values until
simulation results provide a reasonable match with the observed groundwater head conditions. Model inputs
will be chosen based on physical observations and theoretical considerations. Matching of model flow with
estimated baseline flow as measured in receiving streams will be an important component of the calibration
procedure.
8.3.2 Final Input Parameters
Changes to the initial input parameters of the model during the above calibration process are typically
necessary in order to achieve an acceptable match between observed and simulated conditions. These
changes will be made within a reasonable range of values based on field measurements. If an acceptable
match is still not obtained, the conceptual model must be reviewed and revised.
8.3.3 Validation
The calibrated model will be subjected to a validation process by comparing model output heads to an
independent data set, such as a round of water levels monitoring wells and ponds. This validation is
necessary as the calibration process creates a non-unique solution. Therefore, the input parameters utilized
in the calibrated model should be verified to ensure that the physical system is as accurately represented as
data will support. Limited pumping test data are currently available for partial model validation; should new
test results become available, they would also be used in model validation. As part of the validation process,
a randomly selected subset of monitoring wells will be identified prior to model development and not used as
part of the model calibration. A comparison of computed head values with this randomly selected set of
wells will be included during model validation.
W0109246.080
39
8.3.4 Sensitivity Analysis
The sensitivity of simulation results to modification within the selected ranges of variables will also be tested.
This process aids in determining the sensitivity of model results to particular model inputs and identifies
those inputs which exert the greatest influence on simulation results, and subsequently require the highest
degree of accuracy. Identification of solution sensitivity to the model input parameters can aid in
determining the level of confidence in simulation results based on the existing data set. The Johns Pond or
prototype models may not be able to adequately describe groundwater flowlines for design purposes, and
consequently it may be necessary to obtain further data through pumping tests or observation of pilot tests
before full-scale design can be accomplished.
8.3.5 Error Analysis
The simulation results will be evaluated for potential sources of error in the conceptual model, data, space
and time discretization, and those inherent to the model itself. A discussion of the error analysis will be
presented in the Task 1-9 report.
W0109246.080
40
MASSACMUSETTS
MILITARY
RESERVATION
APE
C.
C,
Sandwich
j$'
Kt
BUZZARDS BAY
NANTUCKET SOUND
APPROXIMATE
SCALE IN MILES
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(REGION III)
TABLE WELL
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WELL (NON-WATER TABLE)
EXISTING SERGOU
MONITORING WELL CLUSTER
R
SPROPOSED
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APPROXIMATE BOUNDARY OF
STUDY REGION iII
PiLtau~h
SCALE IN FEET
10
6020-25
1,000
i
ABB Environmental
Services. Inc.
INSTALLATION RESTORATION PROGRAM
MASSACNUSETTS MILITARY RESERVATION
2,000
i
rk
STUDY REGION il
SUYRGO
TASK 1-9
HYDROGEC.
STUDIES
I
FIGURE 4-1
TABLE 4-1
PURGE WATER TREATMENT CLEANUP GOALS
STUDY AREA CS-19 SITE ASSESSMENT
MASSACHUSETrTS MILITARY RESERVATION
POL
MCL
(pg/L)
(pg/L)
5
2
2.5
7
5
--
2.5
--
5
5
Tetrachloroethylene (PCE)
2.5
5
1,1,1-trichloroethane (TCA)
5
200
Carbon Tetrachloride
5
5
Benzene
5
5
Toluene
5
1000
Ethylbenzene
5
700
Xylenes (m-,p-,o-)
5
10,000
(total)
Methylene Chloride
5
-
('BD)
0.05
FIELD GC ANALYTE
Vinyl Chloride
1,1-Dichloroethylene (1,1-DCE)
cis-1,2-Dichloroethylene (cis-1,2-DCE)
trans-1,2-Dichloroethene (trans-1,2-DCE)
Trichloroethene (TCE)
Ethylene Dibromide (EDB)
Notes:
GC
MCL
POL
pg/L
W0109246.T80/1
gas chromatograph
maximum contaminant level
practical quantification limit
micrograms per liter
'SueArrPUt>
ix a -
STANDARD OPERATING PROCEDURE
Author D. Pierce
Reviewed by:
Issuing Unit: ABB-ES
SOP No.: 010.SRCLS.008.00
Date: June 30, 1992
W. Murray, Senior Consultant
Approved by1. Atwell, Vice President
TITLE:
CLASSIFICATION OF SOIL AND ROCK
PURPOSE:
The physical characteristics of soil and rock are of interest to geologists,
hydrogeologists, soil scientists, agronomists, and geotechnical engineers. There
are several established systems for classifying soil, with certain advantages and
disadvantages associated with each. There also are published systems for
classifying rock, but none has gained wide acceptance among practicing
professionals.
This SOP is intended for use by professionals who, through prior training and/or
experience, are knowledgeable about the classification and physical characteristics
of soil and rock and are generally familiar with the relevant geologic descriptive
terminology.
The purposes of this SOP are (1) to establish uniform standards to be used in
classifying soil and rock observed and/or sampled during environmental
investigations and (2) to set forth minimum requirements for soil and rock
descriptions.
SCOPE:
This SOP covers soil and rock classification for projects in which the investigative
objective is the identification and/or delineation of contaminants in geologic media
(including artificial fill). It is intended to be generally consistent with soil and rock
classification standards used for geotechnical engineering applications. A list of informative references is provided herein, but only those explicitly cited in
the Procedures section and associated attachments to this SOP are invoked as
standards.
REQUIREMENTS:
This SOP is to be used for descriptions of soil and rock observed in natural
exposures, in exploratory excavations, and in test boring samples. Field
descriptions are typically based on macroscopic visual observations (Le., with no
magnification or with a hand lens). It is recognized that for most applications such
field descriptions and classifications are adequate. To increase the detail and
accuracy of soil and rock descriptions and classifications, soil samples can be
subjected to sieve analyses and other index laboratory tests, and rock samples can
be sectioned and examined microscopically. Such laboratory tests and
examinations are not a requirement of this SOP, but they can be conducted, where
appropriate, in accordance with project objectives.
Rock classifications as set forth herein are more detailed than are necessary for
many projects. The level of mineralogic and textural detail recorded by the field
geologist should conform to the specific requirements and objectives of the project
01 0.SRCLS.008.00
The rock classification standards described herein may not be entirely consistent
with the conventions that individual field geologists are accustomed to using,
because there are so many different standards in use within the profession.
Nevertheless, the classification standards set forth herein are reasonable and
ensure that rock classifications and descriptions in the field records and reports of
ABS Environmental Services, Inc. are basically consistent.
PROCEDURE:
Soil: For the purposes of this SOP, soil includes (a) the comparatively shallow soil
horizons that support plant growth (as defined by Bates and Jackson, 1980, p.
592), (b) unlithified sediment of any depth (Bates and Jackson, 1980, p. 566), and
(c) so-called artificial fill that consists predominantly of materials of geologic origin.
Soil shall be classified in accordance with the Unified Soil Classification System
(ASTM 02488). A summary of the principal elements of that classification system,
along with applicable conventions and minimum requirements for soil descriptions,
For environmental investigations, the
Attachment A.
are presented in
are generally more important than its
soil
of
the
hydrogeologic characteristics
mechanical properties.
Rock: Rocks are classified in accordance with their mineralogic composition, their
texture, and a general understanding of their origin. Standards for classifying rock
are presented in Attachment B.
Descriptions of rock shall focus on physical properties that may affect the
movement of groundwater and water-borne contaminants (including the presence,
orientation, openness. mineralization, and degree of weathering of natural
Minimum requirements for rock descriptions are presented in
fractures).
Rock Quality Designation (ROD) shall be determined and recorded
B.
Attachment
for rock core, as described in Attachment B.
REFERENCES:
American Society for Testing and Materials, 1990. Standard Terminology Relating
to Soil. Rock. and Contained Fluids; ASTM D653-90, Philadelphia, PA.
American Society for Testing and Materials, 1985. Standard Test Method for
Classification of Soils for Engineering Purposes; ASTM 02487-85; Philadelphia, PA.
American Society for Testing and Materials, 1984. Standard Practice for
Descriotion and Identification of Soils (Visual-Manual Procedure); ASTM D2488-84,
Philadelphia. PA.
Sates, R.L. and J. A. Jackson, 1980. Glossary of Geology; Second Edition:
American Geological institute; Falls Church, VA.
Core Logging Committee, South Africa Section, AEG, 1978. "A Guide to Core
Logging for Rock Engineering'; Bulletin of the Association of Engineering
Geologists, Vol. XV, No. 3, pp. 295-329.
Deere, D.U.. 1963. "Technical Description of Rock Cores for Engineering
Purposes," Rock Mechanics and Engineering Geology, Vol. 1, pp. 16-22.
Dietrich, R.V., and B.J. Skinner. 1979. Rocks and Rock Minerals; John Wiley &
Sons; New York, NY.
Folk, R.F., 1968. Petrology of Sedimentary Rocks; The University of Texas: Austin,
TX
010.SRCLS.008.00
Hannan, D.L, 1984. "Geotechnical Mapping Symbols (GEMS): The Engineering
Geologist's Tool for Communicating with the Planner, Civil Engineer and
Development Interest:; Bulletin of the Association of Engineering Geologists. Vol.
XXI, No. 3, pp. 343-344.
Heinrich, E.W., 1956. Microscopic Petrographv; McGraw-Hill Book Co.. Inc.; New
York, NY.
Higgins M.W., 1971. Cataclastic Rocks; U.S. Geological Survey Professional Paper
687.
Huang, W.T., 1962. Petrology; McGraw-Hill Book Company; New York, NY.
Hyndman, D.W., 1985. Petrology of Igneous and Metamorhic Rocks; Second
edition; International Series in the Earth and Planetary Sciences: McGraw-Hill Book
Company; New York, NY.
Keaton, J.R., 1984. "Genesis-Lithology-Oualifier (GLO) System of Engineering
Geology Mapping Symbols"; Bulletin of the Association of Engineering Geologists,
Vol. XXI, No. 3, pp. 355-364.
Lambe, T.W., and R.V. Whitman, 1969. Soil Mechanics; John Wiley & Sons, New
York.
Scholle, PA, 1978. A Color Illustrated Guide to Carbonate Rock Constituents,
Textures, Cements, and Porosities; American Association of Petroleum Geologists
Memoir 27.
Scholle, PA, 1979. A Color Illustrated Guide to the Constituents. Textures.
Cements. and Porosities of Sandstones and Associated Rocks; American
Association of Petroleum Geologists Memoir 28.
Swanson, R.G., 1981. The Samole Examination Manual; American Association of
Petroleum Geologists, Methods and Exploration Series; Tulsa. OK.
Travis, R.B., 1955. "Classification of Rocks"; Quarterly of the Colorado School of
Mines, Vol. 50, No. 1, pp. 1-98.
U.S. Army Engineer Waterways Experiment Station, 1960. "The Unified Soil
Classification System"; Technical Memorandum No. 3-357, April 1960, Vicksburg,
MS.
Wise, D.U., D.E. Dunn, J.T. Engelder, P.A. Geiser, R.D. Hatcher, SA Kish, A.L.
Odom, and S. Schamel, 1984. "Fault-Related Rocks: Suggestions for Terminology":
Geology, Vol. 12, pp. 391-394.
ATTACHMENTS:
Attachment A: Classification and Description of Soil
Attachment B: Classification and Description of Rock
GLOSSARY:
None
COMMENTS:
Comments, suggestions, and questions concerning this SOP should be directed
to:
Douglas Pierce
ABS Environmental Services Inc.
Corporate Place 128
107 Audubon Road
Wakefield, MA 01880
01O.SRCLS.008.00
ATTACHMENT A
CLASSIFICATION AND DESCRIPTION OF SOIL
A.1 SOIL CLASSIFICATION
Soil shall be classified in accordance with the Unified Soil Classification System (ASTM 02488). Asummary
of the system is presented on the following tables:
Table A-1:
The Unified Soil Classification System
Table A-2:
Gradation Chart Showing Grain Size Classifications
Table A-3:
Field Identification Procedures for Fine-Grained Soils or Fractions
A.2 SOIL DESCRIPTIONS
Soil descriptions should include the following minimum information, where applicable and obtainabie:
.
Name. Based principally on gradation characteristics (e.g., silty sand, gravel, organic silt).
.
Gradation. Describe the grain size distribution. Include percentages of ranges of particle
sizes (particles >3 inches, coarse/fine gravel, coarse/medium/fine sand, and fines [fraction
passing the #200 sieve]).
For coarse-grained soils (>50% retained on #200 sieve) that are considered "clean" (<12%
passing the #200 sieve). characterize the overall gradation as follows:
Well graded soils are soils whose coarse fraction has a wide and continuous
gradation of grain sizes (if the fine fraction exceeds 12%, use the term widely
graded).
The coarse fraction of a gap graded soil has a discontinuous range of grain sizes.
The coarse fraction of poorly graded soils has a limited range of grain sizes.
The coarse fraction of uniform soils is essentially equigranular.
For fine-grained soils (>50% passing #200 sieve) state whether the fines are predominantly
silt or clay. The field classification of fine-grained soil relies on the qualitative
determination of plasticity characteristics (refer to Tables A-1 and A-3). The determination
is complex and may not be necessary for soil descriptions for most environmental
investigations.
.
Consistency. Describe the consistency of the soil. For soil samples obtained using the
Standard Penetration Test, the terminology to be used is as follows:
010.SRCLS.008.oo
FFINE-GRAINED SOILS
CONSISTENCY
BLOWS/FOOT'
CONSISTENCY
BLOWS/FOOT'
Very loose
0 to 4
Very soft
0 to 2
Loose
5 to 10
Soft
2 to 4
Medium dense
11 to 30
Firm
4 to 8
Dense
31 to 50
Stiff
8 to 15
Very Dense
> 50
Very stiff
15 to 30
Hard
> 30
Blows per foot (Standard Penetration Resistance) - number of blows required to drive a 2-inch Co
by 1-3/8 inch 10 split-spoon sampler with 1404b. hammer falling 30 inches, after initial penetration of
6 inches.
.
Natural moisture condition (dry, damp, moist, wet, or saturated).
.
Color (including mottling and staining pattems).
.
Structure. Such features are often important and may include stratification, lenses, voids,
roots and root holes, debris, isolated gravel particles, partings, joints, cementation, etc.
*
Geologic origin (e.g., till, lake deposit loess) and/or formal or local name (e.g., Magothy
Formation, Gardiners Clay, Uoyd Sand Member).
.
Unified Soil Classification Symbol. Refer to Table A-1.
A.3 EXAMPLES OF SOIL DESCRIPTIONS
The following are examples of soil descriptions. It is recommended that descriptive information be recorded
in the order NAME, GRADATION/PLASTICITY, CONSISTENCY, MOISTURE CONTENT, COLOR,
STRUCTURE, GEOLOGIC ORIGIN or NAME. UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOL
Sand, well graded, 5-10% subrounded gravel to 0.5-inch max., < 5% fines, medium dense, moist,
yellowish brown, possible root-holes (SW).
Silty clay, slightly to moderately plastic, 5-10% fine sand, stiff, wet, yellowish-green, massive,
BEAUFORT FORMATION (CL).
Clayey sand, medium to fine, 30-35% clay, medium dense, damp, light gray (SC).
Silty Sand widely graded, 10-15% rounded boulders and cobbles to 3-feet max., 20-25%
subrounded gravel, 15-20% silt, dense, saturated, olive gray, BOULDER TILL (SM).
Gravelly sand, poorly-graded, mostly subangular coarse sand, 25-45% subangular gravel to 0.6-inch
max., < 5% fines, dense, moist, reddish brown, ALLUVIUM (SP).
Silt, nonplastic, 5-10% fine sand, very loose, saturated, light gray, micaceous, LACUSTRINE (ML).
Sand, uniform, fine, < 5% fines, loose, dry, light brown (SP).
010.SRCLS.008.00
Silty clay, slightly to moderately plastic, firm. medium gray, grades downward within varve to sandv
silt, nonplastic, 10-15% fine sand, light gray, vaNes 0.3 - 0.4 inch thick, VARVED CLAY (CL to ML).
Clayev sand, coarse to fine, mostly medium to fine, 35-45% clay, very dense, dark greenish gray,
micaceous, infrequent marine shells (SC-CL).
010.SRCLS.008.00
ATTACHMENT B
CLASSIFICATION AND DESCRIPTION OF ROCK
8.1 ROCK CLASSIFICATION
The standards presented herein address most of the rock types likely to be encountered during site
investigations. The standards are presented on the following tables:
Table B-1:
Classification of Igneous Rocks
Table B-2:
Classification of Pyroclastic Rocks
Table B-3:
Classification of Metamorphic Rocks
Table B-4:
Classification of Siliciclastic Rocks
Table B-5:
Classification of Mudrocks
Table B-6:
Classification of Carbonate Rocks
Table B-7:
Classification of Cataclastic Rocks
Table B-8:
Grain Size Terminology for Holocrystalline Rocks
Table 8-9:
Comparison of Clastic Grain Size Classification Systems
B.2 ROCK DESCRIPTIONS
Rock descriptions should include the following minimum information, where applicable and obtainable:
.
Rock type (in accordance with the standards set forth in Section B.1).
*
Color. Rock color varies significantly depending on factors such as the lighting conditions,
the wetness of the rock surface, and whether the observed surface is fresh or weathered.
Field geologists should apply consistent color descriptions.
.
Principal constituent minerals (where discernable).
*
Texture. Table B-8 defines grain-size terminology for holocrystalline igneous rocks. A
comparison of the grain size scale of the Unified Soil Classification System (for soils) and
the Wentworth scale (for clastic sedimentary rocks) is presented as Table B-9.
.
Weathering. Weathering characteristics may be important and should be described in
reasonable detail. Descriptions should include the degree of weathering and the specific
parent and daughter minerals involved.
.
Directional features such as bedding, folds, foliation, veins, lineations, etc. The spacial
orientation of the features should be determined and recorded.
.
Fractures. Fractures are natural, planar breaks in the rock. For rocks that lack primary
porosity, fractures are the pathways along which groundwater flows, and careful
descriptions of fractures should be recorded. The information should include the type of
fracture (joint, fault etc.): orientation; fracture spacing; openness; filling/mineralization;
staining; weathering; evidence of groundwater flow; and presence and orientation of
slickensides.
010. SRCLS.008.00
Formal name (if known) of the rock formation (or group, series, member, or other unit
cesigna::cn).
B.3 EXAMPLES CF ROCK DESCRIPTIONS
The following are examples of rock descriptions. It is recommended that descriptive information be
recorded in the order ROCK TYPE, COLOR, MINERALS, TEXTURE, WEATHERING, DIRECTIONAL
FEATURES, FRACTURES, FORMATION NAME.
Granite pink, 25-35% quartz, 40-50% K-feldspar, 10-20% plagioclase, <10% biotite, trace of fluorite,
granitic texture (grain-size 1-10 mm). fresh, unfoliated, joints open, joints iron-stained and
unmineralized, joints spaced approximately 2 feet, strike/dip N 250 E/600 NW, NUELTIN LAKE
GRANITE.
Schist, dark green, slight to moderate weathering of micas to chlorites and clays, foliation dips 200
to 450, distorted by kink bands.
Sublithic sandstone, light brown ssalt and pepper," mostly quartz, 20% dark minerals, poorly sorted,
fine to coarse, subangular, strongly indurated by silica cement, slight weathering of mafic grains,
subhorizontal stratification distinguishable by occasional grayish-green argillaceous laminae.
Amphibolite, dark green, mostly amphibole (hornblende?) and plagioclase feldspar, porphyroblastic,
amphibole occurs as both porphyroblasts (s 3 cm) and as matrix, generally unweathered to slightly
weathered, one fault dipping 800 with epidote mineralization, slickensides indicate possible dip-slip
motion with relative downward movement of hanging wall, AXEL-HEIBERG FORMATION.
Silt-shale, dark red to dark purplish red, parts easily along bedding, no apparent weathering, ripple
marks and raindrop impressions frequent and distinct, BATTLE MOUNTAIN MEMBER of ASHCROFT
FORMATION.
2.4 ROCK QUALITY DESIGNATION
Rock Quality Designation (ROD) was developed by Deere (1963) as an index, measured in rock core, for
determining the competence of rock for building foundations. It also provides a measure of the degree of
rock fracturing, which relates to the potential for groundwater seepage. ROD is defined as follows:
% ROD = 100 (Length of core in pieces a 0.33 ft.) / (Length of run (ft.))
Breaks in the rock that are caused by the drilling operation are not counted as breaks when measuring core
lengths for the determination of ROD.
(ROD is not the same as Recovery. Recovery is the total length of core recovered from the hole
(irrespective of breaks), divided by the hole length drilled, multiplied by 100.)
TABLE A-1
THE UNIFIED SOIL CLASSIFICATION SYSTEM
geW4
EXciuans artcua
*oeri
on ro":uts
asnr tnan j in. and Oasans frcons
estwaa
"CrtnftJ
and sutstanual
Wide range in Mran i
amoumns of all nter= aiatc 7srtscc
S,
.
e
S-
'a
-'a
_
-
.5
-
-
* ;~
a - a
O~A
-~
I
v
o(ss
!nes
rded rnis,
zrcipoorIr
-cadn=
sandnuxtur=.lurceor
C?
nsigt
SUy
mdd
poorly
tnc!s.
mistur-
.5
proe=dure,
'i- canest (reidenticatio
a
-4
5
tizure
=2ycc-sand-aiy
Wide ante in grin U= and
a
aOOuu
of all im:=ediate
n
tmvels. poorly vraded
-carey
sen CL below)
C
0
~~0
Trypzol Nam=
We=nca traveIs.
imnd =:xr.
ituLe
Noanlastic Ins (tor identscation pro.anc-i
cedur3 see WL ce)
-e
3.2 g
C
. rtanr
internediite It=
:ndonmnanly one 1im or
wtasone
a -
Jrouo$
symoCiS
on
sinandl
Sr 7nwds,
paridce
Well
graded
sands.
Mvelly
uded
uds.
gravely
itme or no Lna
.e
Poorly
Fr5dominantsy one Us or a rane of Ia=
mtsmg
Wm
some intrmdiate u-
Nonpiastic Ines
eamur.
ae
.
i
'0
roceui
on
Fenuon
eaa"to'
~2
,
Caycy sands. poorly
nd-ar ixture
SC
ilmt)
Inornicults Ula
Quick to
Aloe
suxnt
,anias.
eitu
very slow
aita
dLaYs. sanr
or
Slow tost
sliet
2aunt
slow to
none
susat to
=edium
C2
a.
a,
-
None
Hian to
,ery
None "o
er Ilow
Harbly Ormne
soils
slimt tP
tan't
Rediy idead
Him
to
I slizat
samoe
by colOur.
sponty feeland frequeuy by abrous
texure
very
Ine
ex 'lour. silly or
Shst
clayey ane sands w
puasuary.
jornance c:ays of low to
er
MdIu
None u
Medlum U)
t6a
deed sand-
Toustneis
(consistnc
near pt'""z
r
to sntalnc)
staes
None to
.S.1
dne
Smaler tman So. 40 Sicwe Size
Dry strnrwn
(cruahing
. t-
SUry sands, poorly
sit mMatun's
prv-
?!astie n (for idenitigioa procedurcs.
se= CL bes-c
.:
S-
ldennafane
(ror ideacifiaon
ML below)
anS. =Ltt:e or 20
,
MH
C
OH
pnaty. mvnly
clays. silty dlays.
Orn'C ul Iand Oranc nulse.a ofow plastecty
norianic Uilts. mal",us or
diaiomnaccous ace sandy or
sity soils, elastic :lts
Inrmatie ay of hisn plafaa iry, rat clav
oranse ay at mnesur to atg
oLsUtrty
,,aand acodc usiy
Pr '
ouinie
7?
Modified from Lambe and Whitman (1969, p. 35)
FINER
PER CENT
o*
0
0
4
WEIGHT
BY
0
0
5
0
-
0'5
0
-
0; cc
[ou
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>0
w a.
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'Goal
CI Z
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at
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a
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8
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-
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=*
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= .g<4
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=
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-
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-
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u2
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=
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=
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Sls/RIs/RFIs
ArrACHMENT B
CLASSIFICATION AND DESCRIPTION OF ROCK
6.1
ROCK CLASSIFICATION
The standards presented herein address most of the rock types likely to be encountered during site
investigations. The standards are presented on the following tables:
-N
Table B-1:
Cassification of Igneous Rocks
Table B-2:
Cassification of Pyroclastic Rocks
Table 83:
Classification of Metamorphic Rocks
Table B-4:
Cassification of Siliciciastic Rocks
Table B-5:
Classification of Mudrocks
Table B 6:
Classification of Carbonate Rocks
Table B-7:
Classification of Cataciastic Rocks
Table 8-8:
Grain Size Terminology for Holocrystaline Rocks
Table 8-9:
Comparison of Casdc Grain Size Classification Systems
JA
uWM%
9.2 ROCK DESCRIPTIONS
Rock descriptions should include the following minimum information, where applicable and obtainable:
*
Rock type (in accordance with the standards set forth in Section 8.1).
.
Color. Rock color varies significantly depending on factors such as the lighting conditions,
the wetness of the rock surface, and whether the observed surface is fresh or weathered.
Field geologists should apply consistent color descriptions.
.
Principal constituent minerals (where discernable).
.
Texture. Table B-8 defines grain-size terminology for holocrystalline igneous rocks. A
comparison of the grain size scale of the Unified Soil Cassification System (for soils) and
the Wentworth scale (for clastic sedimentary rocks) is presented as Table B-9.
.
Weathering. Weathering characteristics may be important and should be described in
reasonable detail. Descriptions should include the degree of weathering and the specific
parent and daughter minerals involved.
.
Directional features such as bedding, folds, foliation, veins, lineations, etc. The spacial
orientation of the features should be determined and recorded.
ABS Environmental Services Inc.
SOP No. 11-110 Soil and Rock C
Revision 0. 10/23/91 Page B-1
soprock
cssifiadon
Sis/Ris/RFIs
.
Fractures. Fractures are natural, planar breaks in the rock. For rocks that lack primary
porosity, fractures are the pathways along which groundwater flows, and careful
descriptions of fracures should be recorded. The information should include the type of
fracture (joint. fault. etc.); orientation: fracnure spacing; openness; filling/mineralization;
staining; weathering; evidence of groundwater flow; and presence and orientation of
slickensides.
.
Formal name (if known) of the rock formation (or group, series, member, or other unit
designation).
B.3 EXAMPLES OF ROCK DESCRIPTIONS
The following are examples of rock descriptions. It is recommended that desactive information be
recorded in the order ROCK TYPE. COLOR, MINERALS, TEXTURE. WEATHERING, DIRECTIONAL
FEATURES, FRACTURES, FORMATION NAME.
Granite. pink, 25-35% quartz, 40-50% K-feldspar, 10-20% plagiodase, <10% biotite, trace of fluorite,
granitic texture (grain-size 1-10 mm), fresh, unfoliated, joints open, joints iron-stained and
unmineralized, joints spaced approximately 2 feet, strike/dip N 25 E/6B' NW, NUELTIN LAKE
GRANITE.
Schist, dark green, slight to moderate weathering of micas to chiorites and clays, foliation dips 20'
to 45*, distorted by kink bands.
Sublithic sandstone, light brown 'salt and pepper," mostly quarnz 20% dark minerals, poorly sorted,
fine to coarse, subangular, strongly induratrb by silica cement, slight weathering of mafic grains,
subhorizontal stratification distinguishable by occasional grayish-green argillaceous laminae.
Amohibolite, dark green, mostly amphibole (homblende?) and plagioclase feldspar, porphyroblastic,
amphibole occurs as both porphyroblasts ( 3 cm) and as matrix, generally unweathered to slightly
weathered, one fault dipping 80' with epidote mineralization, slickensides indicate possible dip-slip
motion with relative downward movement of hanging wall, AXEL-HEiBERG FORMATION.
Silt-shale, dark red to dark purplish red, parts easily along bedding, no apparent weathering, ripple
marks and raindrop impressions frequent and distinct BATTLE MOUNTAIN MEMBER of ASHCROF'
FORMATION.
8.4 ROCK QUAUTY DESIGNATION
Rock Quality Designation (ROD) was developed by Deere (1963) as an index, measured in rock care, for
determining the competence of rock for building foundations. It also provides a measure of the degree of
rock fracturing, which relates to the potential for groundwater seepage. ROD is defined as follows:
% ROD = 100 (Length of core in pieces >. 0.33 ft.) / (Length of run (ft.))
Breaks in the rock that are caused by the drilling operation are not counted as breaks when measuring core
lengths for the determination of ROD.
(ROO is not the same as Recovery. Recovery is the total length of core recovered from the hole
(Irrespective of breaks), divided by the hole length drilled, multiplied by 100.)
ASB Environmental Services Inc.
SOp No. 11-110 Soil and Rock Classincadon
Revision 0, 10/23/91 Page B-2
soprock
LL
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TABLE S-4
cenasncxnr
os
ac
t
4sn-ax
SILIC:CLASTIC ROCK: A ciastic sedimentary rock containing <50% silt and/or clay.
Q. QUARTZ: Chert, quarte fragmens. and vein quart.
F. FELDSPAR: Acid igneous rock fragmert.
R. ROCK FRAGMENTS: Basic igneous, sedimentry, and metamorphic.
100%
-
95%
FELDSPAThIC SS. 75%
0%
CUARTZ SS.
SUBUTHIC SS.
-
F
% COMPOSMON OF COARSE FRACTION
Modified from Swanson (1981, Fig. 13.2)
TABLE S-5
CLASSIFICATTON OF'MUDROCKS'
SOF
0 to 33
Percent
Cay
-
INDURATED
. NON-FISSILE
FISSILE
ae
67 to 100
S0tycaystone
MUdishaie
cfay e
33 to 67
0 to 33
Caystone
ayshare
0 to 10
S
ititstone
33 to 67
67 to 90
Mud
SiltY.caay
90 to 100
~ Cay
Mudstone
Percent
Silt
(1) Mudrock: terriginous rock containing >50% silt and/Or cay.
Modified from Folk (1968, pp. 141-142)
TABLE 9--a
CLASSIFICATON OF CARBONATEHOCKS
Sparry
Allochemtca....i..c.emicat
Microcrystallin
-Microcystaine
'2c
Rocks
Rocks
Rocks
Intrasparite
intramicite
Micrite
Intrasparrudifte
Intramicrudifte
Dismicrite
osparte
Comicrite
Oosparrudifte
Oomicrudite
Biosparite
Biomicte
Biosparrudite
Biomicrudite
Siopeisparite
Biopelmicrite
Pelsparite
Pelmicrite
Alilochemical:
Intra (intracdasts):
Oo (colites):
Sia (biogenic):
Pel (pellets):
Spar
Micr
Rud (rudite):
Micrite:
Olsmicrite:
Biolithite:
thite
Transported carbonate constituents.
Pieces of wealdy consolidated carbonate sediment.
Concenric layers precipitated around nucleus; 0.1 mm to 1.0 mm.
Fossils and fossil fragments.
Homogeneous aggregates, well rounded and sorted; 0.03 mm to 0.2 mm.
Sparry calcite cement; clear grains or crystals a 10 microns.
Microcrystalline ooze matrix translucent grains 1 micron to 4 microns.
Aliochems average > 1 mm diameter.
2: 90% microcrysramline ooze.
Micrite with openings filled by sparry calcite.
Made up of organic structures growing in situ; bioherm.
After Folk (1968, p. 157)
C3
2l
Ii-
-L
cc
C
a
LU
-L
C
Ir_
Ca
75;
ca
co
a2C
CU
a
E
c.i
too
TABLE B-9
E~c*~v. .a~
4
*
~*~j***~t$*
~
-'
'*~
1t2L~cQMFAR ISCW orctAsTraGRAIwsaEcrAsstErcATTarsysJrEws
~O ~~"X~A*'~O
x
4
&~4'>~ ~O~*4.
4
4
.*t
~
*
~
-
UNIFIED
SOIL
U.S.
STANDARD
CLASSIFICATION
SIEVE
4
DIAMETER
(mm)
PHI
SCALE
WENTWORTH
SIZE
(e)
CLASSIFICATION
Sculder
2M
Cobbles
76.2
3
Gravel
-
A
Cobble
Coarse
.4.0
Coarse
Pebble
19
34-
-"10
Gravel
-2.0
2.a
Granufe
-1.0
1.0
os
0.50
1.0
-
Medium
V. Coarse
Coarse
Sand
-40
0.42
-----
0.25
2.2
0.125-
3.0
Medium.
Sand
Fine
Fine
200
0.074
U.623
.-
V. Fine
&(1
______________
C. salt
Silt and/or Clay
0.031
0.003
tO
Mud
cay
APPtUbIx A --V
DEPARTMENT OF THE ARMY
Office of the Chief of Engineers
Washington, D.C. 20314
DAEN-CWE-SS
EM 1110-2-1906
Change 1
Engineer Manual
No. 1110-2-1906
- May 1980
Engineering and Design
LABORATORY SOILS TESTING
This change to EM 1110-2-1906, 30 November 1970, provides the
1.
updating of the TABLE OF CONTENTS and the addition of the following
four (4) APPENDICES:
a.
Appendix VIII A:
Swell and Swell Pressure Tests
b.
Appendix IA:
Cyclic Triaxial Tests
c.. Appendix IB:
Determination of Critical void Ratio
d. Appendix XIII:
Pinhole Erosion Test for Identification of
Dispersive Clays
2. Substitute the attached pages as shown below:
Remove pages i,
ii,
iii,
iv, v, vi, and vii
Insert new pages i,
ii,
iii,
iv,
v, vi, vii, viii, ix, x, xi, xii,
and xiii
3. Add Appendices VIII A, Xi,
IB, and XIII.
4. File this change sheet in front of the publication for future
reference purposes.
FOR TEE CHIEF OF ENGINEERS:
FORREST.T. GAY, III
Colonel, Corps of Engineers
Executive Director, Engineer Staff
EM ttto-2-1906
30 Nov 70
APPENDIX V:
GRAIN-SIZE ANALYSIS
I.
DEFINITION.
Grain-size analysis is a process in which the propor-
tion of material of each grain size present in a given soil (grain-size
distribution) is determined.
The grain-size distribution of coarse-grained
soils is determined directly by sieve analysis, while that of fine-grained
soils is determined indirectly by hydrometer analysis.
The grain-size
distribution of mixed soils is determined by combined sieve and hydrometer
analyses. Detailed procedures for determining the grain-size distribution
of soils by sieve, hydrometer, and combined analyses are given below.
2.
SIEVE ANALYSIS.
a.
Description.
A sieve analysis consists of
passing a sample through a set of sieves and weighing the amount of material retained on each sieve. Sieves are constructed of wire screens with
square openings of standard sizes. The sieve analysis is performed on
material retained on a U. S. Standard No. 200 sieve. The sieve analysis,
in itself, is applicable to soils containing small amounts of material
passing the No. 200 sieve provided the grain-size distribution of that portion of the sample passing the No. 200 sieve is not of interest.
b.
Anoaratus.
(1)
The apparatus should consist of the following:
A series of U. S. standard sieves with openings ranging
from 3 in. to 0.074 mm (No. 200), including a cover plate and bottom pan,
Standard Specifications for Sieves
for Testing Purposes.t The number and sizes of sieves used for testing a
given soil will depend on the range of soil sizes in the material, and the
conforming to ASTM Designation:
E -i,
intended use of the gradation curve.
(2)
Sieve shaker, a mechanical unit which can produce on
duplicate samples the same consistent results as those obtained by the
circular and tapping motion used in hand sieving. Typical commercially
available mechanical shakers are the Tyler "Ro-Tap" and the Combs and
i
See page V-26 for U. S. Standard Sieve Sizes or numbers and sieve
openings in inches and millimeters.
V-i
EM 1110-2-1906
Appendix V
Change 2
20 Aug 86
Syntron machines; there appears to be no significant differences in the
results obtained among these machines.t
Balances, sensitive to 0.1 g for samples weighing less
than 500 g, and to 1.0 g for samples weighing over 500 g.
(4) Paintbrush, I in., or soft wire brush, for cleaning sieves.
k3)
(5)
Sample splitter or riffle for dividing samples.
(6)
Mortar and rubber-covered pestle, for breaking up
aggregations of soil particles.
(7)
Oven, similar to that described in Appendix I. WATER
CONTENT - GENERAL.
C.
Prenaration of Samle.$ The material to be treated is first air-
dried, after which the aggregations present in the sample are thoroughly
broken up with the fingers or with the mortar and pestle.
A representative
sample is then obtained by dividing, using the sample splitter or riffle.
The size of the sample to be used will depend on the maximum particle
size in the sample and the requirement that the sample be representative
of the material to be tested.
The sample should be limited in weight so
that no sieve in the series will be overloaded.
Overloading of a sieve will
result in incomplete separation with errors in the test.
The following
tabulation will be used as a guide in obtaining a minimum-weight sample:
Maximum Particle Size
*
Minimum Weight of Sample, g
64,000 g
19,000 g
8,000 g
2,400 g
-1,000 g
300 g
150 g
50g
3 in.
Z in.
1-1/2 in.
l in.
3/4 in.
1/2 in.
3/8 in.
No.4
t
U.S. Army Engineer Waterways Experiment Station, CE, Sieve Analvses of Granular Soils by Division Laboratories, Engineering Study 516
(Vicksburg, Miss., October 1963).
Clay shale materials require special preparation. See paragraph 5.
V-2
*
EM 1110-2-1906
Appendix V
30 Nov 70
If the sample contains more than about 10% of sizes larger
than the No. 4 sieve, it is generally advisable to separate the material on
the No. 4 sieve, retaining both fractions for independent sieve analysis as
subsequently described.
If the sample contains plastic fines which tend to
form hard lumps or to coat the coarser particles during air-drying, the
entire sample should be placed in a pan filled with water and allowed to
soak until all the soil lumps or the coatings have disintegrated, before it
is separated on the No..4 sieve.
The coarser fraction and the fraction
passing the No. 4 sieve including the fines and water should be retained
for independent sieve analysis ai subsequently described.
d.
sieve.
Procedure.
(1)
Material predominantly finer than the No. 4
The procedure for samples predominantly finer than the No. 4
sieve consists of the following steps:
(a)
Record all identifying information for the sample,
such as project, boring numbet, or other pertinent data, on a data sheet
(see Plate V-1 for suggested form).
(b)
Oven-dry the sample at 110
t
5 C, allow to cool, and
weigh. If the sample weighs less than 500 g, weigh it to the nearest 0.1 g;
if the sample weighs over 500 g, weigh to the nearest I g. Record the dry
weight of the sample on the data sheet.
(c) If the sample consists of clean sands or gravels,
proceed with step (f).T If the sample contains plastic fines which tend to
form hard lumps or to coat the coarser particles during oven-drying,
place the oven-dry sample in a pan filled with enough water to cover all
the material and allow it to soak until all the soil lumps or coatings have
disintegrated. The length of time required for soaking will vary from
about 2 to 24 hr, depending in general on the amount and plasticity of the
fines.
(d) Transfer the sample and water from the pan to a
No. 200 sieve, or if the sample contains an appreciable amount of coarse
t
If there is any doubt concerning the cleanness of a sand or gravel, i.e.
whether or not the particles may be coated with fines, or if the test is
performed to determine whether or not a material complies.with specifications, then the sample should be treated as subsequently described
in steps (c) through (e).
V-3
EM 11102-11906
Appendix, V
30 Nov 70
particles, to a combined set of No. 4 and No. 200 sieves.
Care should be
taken not to overload the No. 200 sieve; if necessary, transfer the sample
in increments.
Wash the sample thoroughly through the sieves, discarding
the material passing the No. 200 sieve.
Larger particles in the sample
may be individually washed and removed frori the sieves.
(e)
Oven-dry the combined material retained on the No. 4
and the No. 200 sieves and, after the sample has cooled, weigh.
the data sheet in the "Weight Retained in grams"
Record on
column the difference
between the original oven-dry weight and the oven-dry weight after washing.
Use the washed sample for the remainder of the analysis.
(f)
tested.
Select a nest of sieves suitable to the soil being
The choice of sieves usually depends on experience and judgment,
and the use for which the grain-size curve is intended.
Select as the top
sieve.one with openings
slightly larger than the
-L
diameter of the largest
particle in the sample.
Arrange the nest of
-I
sieves according to size
as shown in Figure 1,
with decreasing openFigure I.
Arrangement of sieves for grain-size
analysis
to the bottom of the smallest sieve u.-ud.
ings from top to bottom.
Attach the bottom pan
Place the sample on the top
sieve of the nest as shown in Figure 2 and put the cover plate over the top
sieve.
(g)
Place the nest of sieves in the shaking machine as
shown in Figure 3 and shake them for 10 min, more or less, or until additional shaking does not produce appreciable changes in the amounts of
material on each sieve.
If a shaking machine is not available, the nest of
sieves may be shaken by hand.
In the hand operation, shake the nest of
V-4
EM 1110-2-1906
Appendix V
30 Nov 70
sieves with a lateral and
vertical motion, accom-
-
panied by jarring, to
keep the material moving continuously over the
surfaces of the sieves.
Jarring is accomplished
by occasionally dropping
the nest lightly on several thicknesses of
-
magazines. The nest
should not be broken to
rearrange particles or to
Figure
Z.
P lacing soil on sieves
manipulate them through a sieve by hand. Hand-shaking should be conti(nued for at least
(h)
5 m.
Remo ve the nest of sieves from the mechanical shaker, if used. Beginning
with the top sieve, transfer the contents of the
sieve to a piece of heavy
paper approximately I ft
square. ~Carefully invert
the sieve on the paper
and gently brush the bottom of the sieve, as
shown in Figure 4, to remove all the sample.
Transfer the sample
from the paper to the bal-
Figure 3.
Nest of sieves placed in typical
machine for sh aking
V-5
ance and weigh in accordance with requirements in
U
b-
1000101000
EM 1110-Z-1906
Appendix V
30 Nov 70
step (b).
Care should be
exercised that no loss of
material occurs during
4
the transfer.
WI
Coarser
fractions may be transferred more readily from
the sieves directly onto
the balance pan. Record
the weight of material re-
*.g a
Figure 4.
Removing soil from sieves
tained on each sieve on
the data sheet.
Repeat step (h) for each sieve. The sum of the
weights retained on each sieve and pan should equal the initial total weight
of the sample within I percent. If the difference is greater than I percent,
(i)
the sieving should be repeated.
(2) Material split on No. 4 sieve. The procedure for samples
which have been split on the No. 4 sieve consists of the following steps:
(a) Record pertinent information for the sample on a
data sheet (see Plate V-1 for suggested form).
(b) Oven-dry the sample, allow it to cool, and weigh the
fraction retained.on the No. 4 sieve. Record the oven-dry weight on the
data sheet. Alternatively, the air-dry weights of the total sample and the
fraction retained on the No. 4 sieve may be utilized and the air-dry material retained on the No. 4 sieve used in the sieve analysis as in step (c)
below. In the latter procedure, the relative percentages of materials
greater than the No. 4 sieve are determined on an air-dry basis. This
method is satisfactory provided the air-dry water contents of the plus and
minus No. 4 portions of the sample are approximately equal.
Proceed as in paragraphs Zd(1)(f) through Zd(t)(i).
(c)
In general, it is advisable to use large sieves and a Ty-Lab or Gilson
shaker for the coarse fraction.
V-6
EM 1110-2-1906
Appendix V
30 Nov 70
(d)
If the sample has not been washed during the pre-
liminary treatment, process the material passing the No. 4 sieve according to paragraphs Zd(t)(b) through Zd(t)(i).
If the material has been
washed as part of the preliminary treatment, proceed with paragraphs
Zd(i)(d) through Zd(1)(i), except that the material passing the No. 200
sieve in paragraph Zd(1')(d) should be oven-dried and weighed.
This
weight is added to the oven-dry weight of the plus No. 200 material to obtain the total weight of sample.
e.
Computations.
The percentage of material by weight retained
on the various sieves is computed as follows:
weight in 2 retained on a sieve
Percent retained =total weight in g of oven-dry sample
If the sample has been split on the No. 4 sieve during preliminary treat-nent and the air-dried coarser fraction sieved independently, the percent
retained for the coarser fraction is computed as follows:
Percent retained= air-dry weight in g retained on a sieve x i00
air-dry weight in g of total sample
Similarly, for the finer fraction when oven-dry weights are used:
sieve xpretpsig
in weight
g retained
Percent retained = weiht
oven-dry
in g on
of a
sample
passing No. 4 sieve
assing. No. 4
o
where the percentage passing No. 4 sieve is computed on an air-dry basis.
The values of percent retained based on the above formulas refer to the
total weight of sample. Computation of a partial percent retained as indicated in Plate V-1 is necessary only when the sample is initially separated
on the No. 200 sieve for purposes of a combined analysis, as subsequently
described. The cumulative percent finer by weight than an individual
sieve size (percent finer) is calculated by subtracting the percent retained
V-7
EM 1110-2-1906
Appendix V
30 Nov 70
on the individual sieve from the cumulative percent finer than the next
larger sieve.
Presentation of Results.
f.
The results of the sieve analysis
are presented in the form of a grain-size distribution curve on a semilogarithmic chart as shown in Plate V-2.
The grain-size distribution
curve is obtained by plotting particle diameter (sieve opening) on the
abscissa (logarithmic scale) and the percent finer by weight on the ordinate (arithmetic scale).
3.
HYDROMETER ANALYSIS.
a.
Description.
The hydrometer
method of analysis is based on Stokes' law, which relates the terminal
velocity of a sphere falling freely through a fluid to the diameter.
The
relation is expressed according to the equation:
Ys
f
2
1800 q
where
v
= terminal velocity of sphere, cm per sec
3
y, = density of sphere, g per cm
Yf = density of fluid, g per cm 3
'i
2
= viscosity of fluid, g-sec per cm
D = diameter of sphere, mm
It is assumed that Stokes' law can be applied to a mass of dispersed soil
particles of various shapes and sizes.
The hydrometer is used to deter-
mine the percentage of. dispersed soil particles remaining in suspension
at a given time. The maximum grain size equivalent to a spherical particle is computed for each hydrometer reading using Stokes' law.
The
hydrometer analysis is applicable to soils passing the No. 10 sieve for
routine classification purposes; when greater accuracy is required (such
as in the study of frost-susceptible soils), the hydrometer analysis should
be performed on only the fraction passing the No. 200 sieve (see paragraph COMBINED ANALYSIS).
V-8
EM 1110-2-1906
Appendix V
30 Nov 70
b.
Apparatus.
(1)
The apparatus should consist of the following:
Hydrometer, calibrated at 20/20 C (68/68 F), graduated
in specific gravity or grams per liter with a range of 0.995 to 1.040 and'
0 to 50, respectively. The accuracy of the specific gravity hydrometer
shall be *0.001 and of the
tbt
gram-per-liter hydrometer, *1.
(2)
Dispersion
apparatus, either of two
types may be used:
(a)
A me-
chanically operated stirring
device in which a suitably
mounted electric motor turns
DETAILS Of
STIRRING PADOLE
BAFFLE
LOCATION PLAN
a vertical shaft at a speed
of not less than 10,000 rpm
without load.
The shaft shall
be equipped with a replaceable stirring paddle of metal,
plastic, or hard rubber. Details of a typical paddle are
shown in Figure 5. A special
dispersion cup conforming
to either of the designs
shown in Figure 5 shall be
provided to hold the sample while it is being
dispersed.
(b)
DISPERSION CUPS
An air
dispersion device such as the
air-jet dispersion tube device
Figure 5. Detail of stirring paddle
and dispersion cups
V-9
EM 1110-2-1906
Appendix V
30 Nov 70
developed at Iowa State College.t
Sedimentation cylinder, of glass, essentially 18 in. high
(3)
and 2-1/2 in. in diameter and marked for a volume of 1000 ml.
(4)
Centigrade thermometer, range 0 to 50 C, accurate to
(5)
Timing device, a watch or clock with a second hand.
(6)
Balance, sensitive to 0.1 g.
(7)
Oven (see Appendix
0.5 C.
c.
Hydrometer Calibration.
r,
WATER CONTENT - GENERAL).
The hydrometer shall be calibrated$
to determine its true depth in terms of the hydrometer reading (see Fig. 6)
in the following steps:.
(1)
Determine the volume of the hydrometer bulb,
VR.
This
may be determined in either of two ways:
(a)
By measuring the volume of water displaced.
Fill a
1000-cc graduate with water to approximately 700 cc. The water should
be at about 20 C.
Observe and record the reading of the water level.
Insert the hydrometer and again observe and record the reading. The difference in these two readings equals the volume of the bulb plus the part
of the stem that is submerged.
The error due to inclusion of this latter
quantity is so small that it may be neglected for practical purposes.
(b)
By determining the volume from the weight of the
hydrometer. Weigh the hydrometer to 0.01 g on the laboratory balance.
Since the specific gravity of a hydrometer is about unity, the weight in
grams may be recorded as the volume in cubic centimeters. This volume
includes the volume of the bulb plus the volume of the stem. The error
t
T. Y. Chu and D. T. Davidson, "Simplified air-jet dispersion apparatus.
for mechanical analysis of soils," Proceedings, Highway Research
Board, vol. 32 (1953), pp. 541-547.
$ ASTM hydrometers 151 H or 152 H (ASTM Designation: E 100) have a
uniform size; therefore, only a single calibration is required, which
can be applied to all ASTM hydrometers of this type.
V-10
-~
EM 1110-2-1906
Appendix V
30 Nov 70
due to inclusion of the stem
"'''''
volume is negligible.
(2)
Determine the
f
area, A, of the graduate in
which the hydrometer is to be
",UA"*
used by measuring the dis-
-
" ' "L
tance between two gradua-
tions.
The area, A, is equal
to the volume included
between
IN
OF
the graduations divided by the
,AUE
MEIGM,
OF £UWEnSiON A.OE CEMKE
O
measured distance.
(3)
Measure and
record the distances from the
lowest calibration mark on the
"
stem of the hydrometer to
each of the other major calibration marks, R.
(4)
Measure and
record the distance from the
neck of the bulb to the lowest
calibration mark. The distance, H 1 , corresponding to
a reading, R, equals the sum
0".
*
*
IS
MTO*OMER
r"'QL
Figure 6.
CAiTCON CURVE
Hydrometer calibration
of the two distances measured in steps (3) and (4).
(5)
Measure the distance from the neck to the tip of the bulb.
Record this as h, the height of the bulb.
center of volume of a symmetrical bulb.
The distance,
h/2, locates the
If a nonsymmetrical bulb is
used, the center of volume can be determined with sufficient accuracy by
projecting the shape of the bulb on a sheet of paper and locating the center
of gravity of this projected area.
(6)
Compute the true distances,
V-Il
HR,
corresponding to each
.S.O
I
EM 1110-2-1906
Appendix V
30 Nov 70
of the major calibration marks,
H
(7)
R, from the formula:
=1H
+
h -
R)
Plot the curve expressing the relation between
R as shown in Figure 6.
H-
and
The relation is essentially a straight line for
hydrometers having a streamlined shape.
d.
Meniscus Correction.
Hydrometers are calibrated to read
correctly at the surface of the liquid. Soil'suspensions are not transparent
and a reading at the surface is not possible; therefore, the hydrometer
reading must be made at the upper rim of the meniscus.
correction,
The meniscus
Cm, which is a constant for a given hydrometer, is deter-
mined by immersing the hydrometer in distilled or deinineralized water
and observing the height to which the meniscus rises on the stem above the
water surface. For most hydrometers it will be found that Cm is equal
to approximately 0.5, and this value can be assumed for routine testing.
e.
Preparation of Sample.
The approximate size of sample to be
used for the hydrometer analysis varies according to the type of soil being
tested, as shown in the tabulation below:
Soil Type
Dry Weight, g
Fat clays
30
Lean clays and silty soils
50
Sandy soils
75t
t Up to 150 g of sandy soil can be used for the hydrometer analysis provided no more than 50 g of
the sample is finer than the No. 200 sieve.
The exact dry weight of the sample in suspension may be determined
either before or after the test. However, oven-drying some clays
before the test may cause permanent changes in the apparent grain sizes.
Samples of such soils should, if possible, be preserved at the natural
V- 12
EM 1110-2-1906
Appendix V
Change 2
2U Aug 86
water content and tested without first being oven-dried, the dry weight either
being obtained after the hydrometer analysis or computed according to
the formula:
Dry weight of specimen = weight of wet soil
+ water content
100
W =
I + 0.01 w
s
w having been determined on an untested portion of the sample.
Furthermore, if samples are dried and weighed before the test, any loss
of material during the test will affect the results.
f.
Dispersing Agent.
Very fine soil grains in a suspension normally will tend to flocculate, i.e. to adhere with sufficient force that they
settle together. Consequently, a dispersing agent to prevent flocculation
of the soil grains during the test should be added to all samples. The following dispersing agents, listed in approximate order of effectiveness,
have been found to be satisfactory for most types of soils.t
Dispersing Agents
t Sodium tripolyphosphate
Stock Solution
Conceng per
tration
liter
0.4 N
29
Manufacturer
Blockson Chem. Co.,
Joliet, Ill.
*
2 Sodium polyphosphate
0.4 N
36
Blockson Chem. Co.,
Joliet, Ill.
3 Sodium tetraphosphate
(trade name "Quadrafos")
0.4 N
31
Rumford Chem. Works,
Rumford, R. I.
4 Sodium Hexametaphosphate
(sometimes called sodium
metaphosphate) adjusted to
pH 8 -9 with Na CO
2
3
0.4 N
41
Most laboratory
chemical supply cos.
The chemical product Calgon available in grocery stores shall not be used
as a dispersing agent as it no longer contains sodium hexametaphosphate.
Sodium silicate shall not be used as a dispersing agent since it gives unsatisfactory dispersion while at the same time permitting flocculation to a
t
A. M. Wintermyer and E. B. Kinter, "A study of dispersing agents for
particle-size analysis of soils," Public Roads, vol. 28, No. 3 (August
1954), pp 55-62.
V-13
*
EM jjj0-2-1906
Appendix V
30 Nov 70
point where it is not apparent to visual examination.
Phosphate solutions are
somewhat unstable and therefore should not be stored for extendpd periods of
time. In most instances, 15 ml of a dispersing agent solution is adequate.
However, should flocculation tend to continue, a second or third addition
of 15 rd of solution may be added.
The addition of a dispersing agent to the soil suspension results in an increase in density of the liquid and necessitates a correction
to the observed hydrometer reading.
The correction factor'
Cd
is deter-
mined by adding to a ±000-mi graduate partially filled with distilled or demineralized water the amount of dispersing agent to be used for the par-
ticular test, adding additional distilled water to the 1000-mi mark, then
inserting a hydrometer and observing the reading.
Cd,
The correction factor,
is equal to the difference between this reading and the hydrometer
reading in pure distilled or demineralized water.
The addition of a dispersing agent also increases the weight o
solids in the suspension.
If the oven-dry weight of soil used for the hy-
drometer analysis is obtained at the end of the test, this weight must be
corrected by subtracting the dry weight of the dispersing agent used.
.
The procedure shall consist of the following steps:
Procedure.
(1)
Record all identifying information for the sample, such
as project, boring number, or other pertinent data, on a data sheet (see
Plate V-3 for suggested form).
(2)
Determine the dispersing agent correction,
meniscus correction,
Cm'
Cd'
and the
unless they have been previously established.
Record this information on the data sheet.
(3)
Determine or estimate the specific gravity of solids and
record on the data sheet.
(4)
If the oven-dry weight is to be obtained at the start of the
test, oven-dry the sample, allow to cool, and weigh to nearest 0.1 g.
cord the dryweight on the data sheet.
Re-
Place the sample in a numbered dish
and add'distilled or demineralized water until the sample is submerged. Add
V-14
EM 1110-2-1906
Appendix V
30 Nov 70
the dispersing agent at this time. Allow the sample to soak overnight or
until all soil lumps have disintegrated. Highly organic soils require special
treatment, and it may be necessary to oxidize the organic matter in order to
perform a hydrometer analysis on these soils. Oxidation is accomplished
by mixing the sample with a solution of 30 percent hydrogen peroxide; this
solution will oxidize all the organic matter. If only small amounts of organic matter are present, treatment with hydrogen peroxide may be omitted.
(5)
Transfer the soil-water slurry from the dish to a dispersion
cup (Fig. 5), washingt any residue from the dish with distilled or demineralized water.
Add distilled water to the dispersion cup, if necessary, until
the water surface is 2 or 3 in. below the top of the cup; if the cup contains
too much water, it will splash out while mixing.
Place the cup in the dispers-
ing machine and disperse the suspension for I to 10 min.
The lower the plas-
ticity of the soil the shorter the time required to disperse it in the cup.4
(6)
Transfer the suspension into a 1000-ml sedimentation
cylinder and add distilled or demineralized water until the volume of the
uspension equals 1000 ml.
The suspension should be brought to the tem-
'-perature expected to prevail during the test.
(7)
One minute before starting the test, take the graduate in
one hand and, using the palm of the other hand or a suitable rubber cap as
a stopper, shake the suspension vigorously for a few seconds in order to
transfer the sediment on the bottom of the graduate into a uniform suspension.
Continue the agitation for the remainder of the minute by turning the
cylinder upside down and back.
Sometimes it is necessary to loosen the
t A large syringe or wash-water bottle is a convenient device for. handling
the water in the washing operation.
t Air dispersion may be used in place of mechanical dispersion. A dispersion time of ±0 min is recommended, using an air pressure of 25 psi
for clays and silts and 10 psi for sands. Several comparative tests indicate that the air dispersion apparatus gives a higher degree of dispersion of clayey soils while causing less degradation of sands than the
mechanical stirring apparatus. See: Chu and Davidson, op. cit., .and
U. S. Bureau of Reclamation, Comvarison of Dispersion Methods for
Soil Gradation Analysis, Earth Laboratory Report No. EM-618 (Denver,
Colo., May 1961).
V-15
EM 111 0 - 2 - 1 9
Appendix V
30 Nov 70
06
sediment at the bottom of the cylinder by means of a glass rod before
Alternatively, the suspension may be agitated by means of a hand
shaking.
agitator for one minute prior to testing.
agitator is shown in Figure 7.
A schematic drawing of a hand
A uniform distribution of the soil particles
in the suspension is accomplished by moving the hand agitator up and down
through the suspension for one minute.
This process also prevents the
accumulation of sediment on the base and sides of the graduate.
It-
LOOP POR PINGER
1/ ' IA P!RPORAfiON
£
32E
4
A BASPLATI
Figure 7.
Hand agitator for hydrometer cylinder
(8)
At the end of I min, set the cylinder on a
table. If foam is present, remove it from the top of
the suspension by lightly touching it with a piece of
soap. Slowly immerse the hydrometer in the liquid 20
to 25 sec before each reading, as shown in Figure 8.
Care should be exercised when inserting and removing the hydrometer to prevent disturbance of the
suspension.
(9)
Observe and record the hydrometer read-
ings on the data sheet after I and 2 min have elapsed
from the time the cylinder is placed on the table. Assoon as the 2-min reading has been taken, carefully
Figure 8. Immnersing
hydrometr in suspension prior to making observation
remove the hydrometer from the suspension and place
it ina graduate ofcleanwater. (Ifa hydrometer is left in
a soil suspensionfor any length of time, material will
v-16
EM 1110-2-1906
Appendix V
30 Nov 70
settle on or adhere to the hydrometer bulb and this will cause a significant
error in the reading.) Again insert the hydrometer in the suspension and
record readings after elapsed times of 4, 15, 30, 60, 120,T 240, and 1440
min, removing the hydrometer from the suspension after each reading and
placing it in a graduate of clean water.
Make all hydrometer readings at
the top of the meniscus. For hydrometers graduated to read in specific
gravity of the suspension, read only the last two figures and estimate the
third. Record the indicated specific gravity, minus 1, multiplied by 1000
(example: the reading 1.0225 should be recorded as 22.5). For hydrometers
graduated to read grams per liter of suspension, record the actual reading.
(10)
At the end of 2 min and after each subsequent hydrometer
reading, place a thermometer in the suspension and record the temperature reading on the data sheet.
C.
The temperature shall be recorded to *0.5
Temperature changes of the soil suspension during the test will affect
the test results.
Variations in temperature should be minimized by keep-
ing the suspension away from heat sources such as radiators, sunlight, or
open windows.
A constant-temperature bath provides a convenient means
of controlling temperature effects.
(1i)
If the dry weight of the sample is to be obtained at the end
of the test, carefully wash all the suspension into an evaporating dish.
Oven-dry the material, allow to cool, and determine the sample weight.
Subtract the dry weight of dispersing agent used from this weight to obtain
the oven-dry weight of soil.
h.
Computations.
(i)
Corrected hydrometer reading.
the corrected hydrometer readings,
R,
for use in computing particle
diameter by adding the meniscus correction,
eter readings,
(2)
t
R'.
Compute
Cm,
Record the corrected reading,
Computation of particle diameter.
to the actual hydromR,
on the data sheet.
Calculate the particle
A final reading after 120 min is sufficient for most soils when hydrometer analysis is used for classification purposes.
V-17
EM 1110-2-1906
Appendit V
30 Nov 70
diameter corresponding to a given hydrometer reading on the basis oi
Stokes' equation, using the nomograph shown in Figure 9.
The R-scale cor-
responding to the distances H
is prepared using the hydrometer calibraR
I
tion curves as sh6wn in Figure 6. The R-scale shall be designed for the
particular hydrometer used in the test. A key showing the steps to follow
in computing
D for various values of R is shown on the chart.
the particle diameters,
(3)
D,
Record
on the data sheet.
Percent finer.
To compute the percent of particle diameters
finer than that corresponding to a given hydrometer reading, subtract the dispersing agent correction,
Cd., from the corrected hydrometer reading, R.
A
temperature correction factor, m, must also be added algebraically to each
of the readings. This factor can be either positive or negative depending on
the temperature of the suspension at the time of each reading. Obtain the
temperature correction factors from Table V-1 and record them on the data
sheet. Record the values of R - Cd + m
The R - Cd + n
on the data sheet.
values are used to compute percent finer according to the following formulas:
Hydrometer calibrated in specific gravity:
G
Percent finer by weight = G
s
s
t00
X W-(R
s
-
+
Cd +
Hydrometer calibrated in grams per liter:
Percent finer by weight =
100
0- (R - Cd + m)
s
where
G
W
= W
= specific gravity of solids
= oven-dry weight in g of soil used for hydrometer analysis
R - Cd + m = corrected hydrometer reading minus dispersing agent
correction plus, algebraically, temperature correction
Calculations for routine work can b'egreatly facilitated by.using charts,
tables, and other simplifying aids based on a given oven-dry weight of the
sample and average specific gravity values for the major soil groups.
V-18
EM 1110-2-1906
Appendix V
30 Nov 70
U
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V-19
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1
0
EM 1110-2-1906
Appendix V
30 Nov'70
Tablc. V-1
Temerature Correction Factor,
m , for
Use in Comuting Percent Finer
Correction
Degrees
C
Degree z
F
Correction
5T.2
-0.9
24.0
T5.2
+0.8
14.5
58.1
-0.8
24.5
76.1
+0.9
15.0
59.0
-o.8
25.0
77.0
+1.0
15-5
59-9
-0.7
25-5
77.9
+1.1
16.0
60.8
-o.6
26.0
78.8
+1.3
16.5
61.7
-0.6
26-5
79.7
+1.4
17.0
62.6
-0.5
27.0
80.6
+1.5
17.5
63.5
-0.4
27.5
81-5
18.0
64.4
-0.4
28.o
82.4
18.5
65.3
-0.3
28.5
83.3
+1.9
19.0
66.2
-0.2
29.0
84.2
+,2.1
19.5
6T-1
-0.1
29.5
85.1
+2.2
20.0
68.0
0.0
30.0
86.o
+2-3
20.5
68.9
+0.1
30-5
86.9
+2-5
21.0
69.8
+0.2
31.0
8T.8
+2.6
21.5
70.7
+0.3
31-5
88.7
42.8
22.0
71.6
+0.4
32.a
89.6
+2.9
22.5
72.5
+0.5
32.5
90-5
+3-0
23.0
73.4
+0.6
33.0
91.4
+3.2
23.5.
74-3
+0.7
33.5
92.3
+3-3
34.0
.93.2
+3-5
Degrees
C'
Degrees
F
14.0
V-2o
EM 1110-2-1906
Appcndix V
30 Nov 70
i.
Presentation of Results.
The data obtained from the hydrometer analysis are presented in the form of a grain-size distribution curve
on a semilogarithmic chart, as shown in Plate V-2.
4.
COMBINED ANALYSIS.
a.
Description.
A combined analysis is
necessary for soils containing material finer than the U. S. Standard No. 200
sieve when the grain-size distribution of the material passing the No. 200
sieve is of interest. A sieve analysis is performed on the material retained on the No. ZOO sieve, and a hydrometer test is performed on the
material passing the No. ZOO sieve.
The apparatus for the combined analysis is the
same as that used for both the hydrometer and sieve analyses.
b.
Apparatus.
c.
Preparation of Sample.
A representative sample for the
combined analysis is selected and prepared in the manner described in
paragraph 2c.
The total amount of sample should be sufficient to yield
required amounts of material for both the sieve and hydrometer analyses.
A visual inspection of the sample will usually suffice to indicate the need
for intermediate steps such as large screen processing for the plus No. 4
fraction, washing, etc.
Samples of soils having fines with little or no
plasticity are oven-dried, weighed, and then separated on the No. 200
sieve.
The plus and minus No. 200 sieve fractions are preserved for the
sieve and hydrometer analyses, respectively.
Soils containing plastic fines may also be oven-dried initially.
However, if the sample contains plastic fines which tend to form hard
lumps or to coat the coarser particles during oven-drying, the sample is
placed in a pan filled with enough water to cover all the material and
allowed to soak until all the lumps or coatings have been reduced to indiThe length of time required for soaking will vary from
2 to 24 hr, depending in general on the amount and plasticity of the fines.
The water and soil mixture is then washed over a No. 200 sieve (and No. 4
sieve, if necessary). The coarser fractions are preserved for a sieve
vidual particles.
analysis, and the soil and water passing the No. 200 sieve are preserved
V-Zi
EM 1110-2-1906
Appendix V
Change 2
20 Aug 86
for a hydrometer analysis.
Excess water with the lines is removed by
evaporation, filtration, or wicking. If the grain size of the plastic
fines would be altered by oven-drying.
The oven-dry weight of the fines is
determined after the hydrometer test.
In routine testing when all soil particles are finer than the
No. 10 sieve size, the hydrometer test may be performed on a total sample
of known dry weight; the sample is then washed through the No. 200 sieve,
and finally the sieve analysis is performed on the oven-dried fraction
retaiined on the No. 200 sieve.
d. Procedure.
The procedure shall consist of the following steps:
(1) Record identifying information for the sample on both the
*
sieve and hydrometer analysis data sheets (see Plate V-1).
(2) Perform a sieve analysis on a representative portion of the
sample retained on the No. 200 sieve, using the procedures described in
paragraphs 2d(1) and 2d(2).
(3) Perform a hydrometer analysis on a portion (see paragraph 3e for approximate weight) of the sample passing the No. 200 sieve,
using the procedure described in paragraph 31.
e. Computations.
The computations consist of the following steps:
(1) Compute the percentage retained on the No. 200 sieve for
the total sample used in the combined analysis as follows:
Percent retained on No. 200 sieve = Wl x 100
w
where
s
W = dry weight of sample retained on No. 200 sieve
Ws = total dry weight of sample used for combined analysis
(2) Compute the data from the sieve analysis in the same
manner as outlined in paragraphs 2d(1) and 2d(2), except that the percent
retained for each sieve shall be based only on that portion of the total
As the amount of material -used in
the sieve analysis may be less than.W1 , it will be necessary to compute
material used for the sieve analysis.
V-22
EM 1±0 -2-1906
Appendix V
30 Nov 70
a partial percent retained as follows:
Partial percent retained = weight in
g retained on a sieve X 100
total weight in g of oven-dry
sample used for sieve analysis
The total percent retained is computed as follows:
Total percent retained = Oa-rtial percent retained X-I
W
s
The total percent finer is computed as follows:
Total percent finer = 100 - total percent retained
Compute the data from the hydrometer analysis in the same
manner as outlined in paragraphs 3h(I) through 3h(3), except that the results shall be shown in terms of a partial percent finer. As in the sieve
(3)
analysis, the amount of material used for the hydrometer analysis may be
therefore a partial percent finer is computed as follows:
less than W - W
Hydrometer calibrated in specific gravity:
G - ii
Gs
Partial percent finer=
1W
0
d + m)
RCd~m
Hydrometer calibrated in grams per liter:
(R - Cd +
Partial percent finer =
)
0
W
where
= oven-dry weight in g of soil used for hydrometer analysis
Other terms were defined previously.
The total percent finer is computed as follows:
±
Total percent finer = partial percent finer X
s
f.
Presentation of Results.
The results of the combined analysis
V-23
EM 1110-2-1906
Appendix V
30 Nov 70
in terms of particle diameter and total percent finer by weight are presented in the form of grain-size distribution curves on a semilogarithmic
chart as shown in Plate V-2.
The curves obtained from the sieve and hv-
drometer analyses are joined by constructing a smooth curve between therr
5.
PROCEDURES FOR PREPARING CLAY SHALE MATERIAL. The procedures for preparing clay shale material shall be the same as those described in paragraph 4, page 111-14, Appendix III, LIQUID AND PLASTIC
LIMITS. Material for a particle-size distribution test should be removed
from a processed batch and the test performed in accordance with the
procedures described in this appendix.
However, the material should not
be ov'en-dried before testing, and the hydrometer analysis should be of
duration sufficient to determine the percent finer than 2- ± size.
6.
POSSIBLE ERRORS.
Following are possible errors that would cause
inaccurate determinations of grain-size distribution:
a.
Sieve Analysis.
(1)
Aggregations of particles not thoroughly
broken. If the material contains plastic fines, the sample should be slaked
before sieving.
(2)
Overloading sieves.
This is the most common and most
serious error associated with the sieve analysis and will tend to indicate
that a material is coarser than it actually is.
Large samples may have to
be sieved in several portions, and the portions retained on each sieve recombined afterwards for weighing.
(3)
Sieves shaken for too short a period or with inadequate
horizontal or jarring motions.
The sieves must be shaken so that each
particle is exposed to the sieve openings with various orientations and has
every opportunity to fall through.
(4)
Broken or deformed sieve screens.
Sieves must be fre-
quently inspected to ensure they contain no openings larger than the
standard.
(5)
b.
Loss of material when removing soil from each sieve.
Hydrometer Analysis.
(1)
V-24
Soil oven-dried before test. Except
EM 1110-2-1906
Appendix V
30 Nov 70
for inorganic soils of low dry strength, oven-drying may cause permanent
changes in the particle sizes.
(2)
Unsatisfactory type or quantity of dispersing agent.
Whenever new or unusual soils are tested, trials may be necessary to determine the type and quantity of chemical which gives the most effective
dispersion and deflocculation.
(3)
Incomplete dispersion of.soil into suspension.
(4)
Insufficient shaking or agitating of suspension in cylinder
at start of test.
(5)
Too much soil in suspension.
The results of the hy-
drometer analysis will be affected if the size of the sample exceeds the
recommendations given in paragraph 3e.
(6)
hydrometer.
Disturbance of suspension while inserting or removing
Such disturbance is most likely to result when the hy-
drometer is withdrawn too rapidly after a reading.
(7)
Stem of hydrometer not clean.
Dirt or grease on the
stem may prevent full development of the meniscus.
(8)
Nonsymmetrical heating of suspension.
(9)
Excessive variation in temperature of suspension during test.
(10)
Loss of material after test. If the oven-dry weight of the
soil is obtained after the test, all of the suspension must be washed carefully from the cylinder.
c.
Combined Analysis.
over the No. 200 sieve.
(1)
Insufficient washing of material
The dispersing agent should be added to the water
in which the sample is soaked and the soil-water mixture should be frequently manipulated.to aid the separation of particles; coarser particles
may be removed from the mixture and washed free of fines by hand to reduce the quantity of material to be washed on the sieve.
While the addi-
tional water used for washing should be held to a minimum, enough must
be added to insure adequate removal of the fines.
(2)
Loss of suspension passing the No. 200 sieve.
V-25
SIEVE AND HYDROMETER ANALYSIS
(EM 1110-2-1906)
DATE
PART I - SIEVE ANALYSI$
PROJECT
BORING NO.
SAMPLING NO.
TOTAL. WEIGHT IN GRAMS OF SAMPLE. W
STEVE OPENINGS
MILLIMETERS
INCHES
WEIGHT IN GRAMS OF MATERIAL >NO. 4 SIEVE -
-
U.S. STANDARD
SIEVE SIZE
WEIGHT
RETAINED
OR NUMBER
IN GRAMS
3.00
3-in.
2.00
2-in.
1.50
1-1/2-in.
1.00
25.4
1-in.
0.750
19.1
314-in.
0.500
12.7
1/2-in.
0.375
9.52
3/8-in.
0.250
6.35
No. 3
0.187
4.76
No. 4
PERCENT RETAINED
PARTIAL
PERCENT
FINER
By WEIGHT
TOTAL
Pan
0.132
3.36
No. 6
0.094
2.38
Ni.8
0.079
2.00
No. 10
0.047
1.19
No. 16
0.033
0.84
No. 20
0.023
0.59
No. 30
0.0165
0.42
No. 40
0.0117
0.297
No. 50
0.0083
0.210
No. 70
0.0059
0.149
No. 100
0.0041
0.105
No. 140
0.0029.
0.074
No. 200
Pan
TOTAL WEIGHT IN GRAMS
wt in gramns retained on a sieve
Pi
l
.
.
d
wt in grams of sample used for a given eries of sieves
wt in grams retained on a sieve
Total perent retained -total wt in grams of oven.dry sample
I
100
For an individual sieve, the percent finer by weight - percent finer than next larger sieve - percent retained on individual sieve
REMARKS
TECHNICIAN
TECHNICIAN
ENG FORM 3841, AUG 85
COMPUTED BY
CHECKED BY
COMPUTED BY
REPLACES EDITION OF JUN
CHECKED BY
65
(Pfoone: DAENEC5
AND
ENG FORM 3842. JUN 65. WHICH
MAY BE USED UNTIL EXHAUSTED.
Y-26
EIUTE v-1
DATE
PART It - HYDROMETER ANALYSIS
PROJECT
BORING NO.:
CLASSIFICATION
SAMPLE OR SPECIMEN NO.
HYDROMETER NO.
GRADUATE NO.
DISH NO.
CUANTIY
DISPERSING AGENT USED
DISPERSING AGENT CORRECTION, C -
TIME
WEIGHT
IN
GRAMS
ELAPSED
TIME
TEMP
MIN
c
MENISCUS CORRECTION. Cm HYORO.
READING
(R
CORRECTED
READING
IR)
PARTICLE
DIAMETER
(DI- MM
TEMP
CORRECTION
(m)
R-C
+m
PERCENT FINER
PARTIAL
TOTAL
DISH PLUS DRY SOIL
Specific gravity of solids, G, -
DISH
Corrected hydrometer reading (R)
- hydrometer reading (R') + CI
The particle diamter (D) is calculated from Stoke's equation using corrected hydrometer reading. Use nomographic chart for solution of
Stocke's equation.
DRY SOIL
I W0
W,
100
(R - Cd + m) W
xW0
-
total oven-dry wt of sample used for combined analysis
-
oven-dry wt in grams of soil'used for hydrometer analysis
W
-
oven-dry wt of sample retained on No. 200 sieve
Hydrometer eraduated in specific gravity
Gs
Partial percent finer G-
Hydrometer graduated in rame per liter
Partial percent finer - (R - Cd + m)
WTotal percent finer
*
partial percent finer x
W5 - W
W
REMARKS
rECH1N ICIAN
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3841
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EM 1110-2-1906
Appendix V
30 Nov 70
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Designation: D 5084 - 90
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Standard Test Method for
Measurement of Hydraulic Conductivity of Saturated Porous
Materials Using a Flexible Wall Permeameter'
This standard is issued under the fixed deaignation D 5084; the number immediately following the designation indicatos the yea of
orginal adoption or, in Lte care of revision. the year of last revision. A number in parenthcses indicole the year of last reaproval. A
superseipt epsdon (e) indicats an editorial change since the last revision or reapprovaL
1. Scope
1.1 This test method covers laboratory measurement of
the hydraulic conductivity (also referred to as coefficient of
permeability) of water-saturated porous materials with a
flexible wall permeameter.
1.2 This test method may be utilized with undisturbed or
compacted specimens that have a hydraulic conductivity less
than or equal to I x 10- m/s (1 x 10-3 cm/s).
1.3 The hydraulic conductivity of materials with hydraulic conductivities greater than I X 10-5 m/s may be
determined by Test Method D 2434.
1.4 The values stated in SI units are to be regarded as the
standard, unless other units are Specifically given. By tradition in U.S. practice, hydraulic conductivity is reported in
centimetres per second, although the common SI units for
hydraulic conductivity are metes per second.
1.5 This standard does not purport to address the safety
problems associatedwith its use. It is the responsibilityofthe
user of this standard to establish appropriate safety and
health pracrices and determine the applicabilityof regulatory
limitationsprior to use.
2. Referenced Documents
2.1 ASTM Standards:
D 653 Terminology Relating to Soil, Rock, and Contained
Fluidis
D698 Test Methods for Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures Using 5.5-lb (2.49-kg)
Rammer and 12-in. (305-mm) Drop'
D 1557 Test Methods for Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures Using 10-lb (4.54-kg)
Rammer and 18-in. (457-mm) Drop'
D 1587 Practice of Thin-Walled Tube Sampling of Soils'
D2113 Practice for Diamond Core Drilling for Site
Investigation2
D 2216 Method for Laboratory Determination of Water
(Moisture) Content in Soil, Rock, and Soil-Aggregate
Mixtures:
D2434 Test Method for Permeability of Granular Soils
(Constant Head)2
D 4220 Practices for Preserving and Transporting Soil
Samples:
This ten method is underthe jurisdicuoo OfASTM Committee D-18 on soil
and Rock and is the direi rsponability of subcommite 013.04 on Hydrologic
Propertes of Sod and Rck.
Current edition approved June 29. 1990. Published October 1990.
Annual Sook ofASTMl Standards, Vol 04.08.
D4753 Specification for Evaluating, Selecting and Specifying Balances and Scales for Use in Soil and Rock
Testing
D4767 Test Method for Consolidated-Undrained Triaxial
CompressionI
E 145 Specification for Gravity-Convection and ForcedVentilation Ovens
3. Terminology
3.1 Definitions:
3.1.1 hydraulic conductivity, k-the rate of discharge of
water under laminar flow conditions through a unit crosssectional area of a porous medium under a unit hydraulic
gradient and standard temperature conditions (20'C).
Dtscvussio?-Thc term coeficient of perneability is often used
instead of hydraulic conduaivity. but hydraulic conduaivity is used
excusively in this test method. A more complete discussion of the
terminology associated with Darcy's law is given in the literature.'
3.1.2 porevolume offow-the cumulative quantity of flow
into a test specimen divided by the volume of voids in the
specimen.
3.1.3 Fordefinitions ofotherterms used in this test method,
see Terminology D 653.
4. Significance and Use
4.1 This test method applies to one-dimensional, laminar
flow of water within porous materials such as soil and rock.
4.2 The hydraulic conductivity of porous materials generally decreases with an increasing amount of air in the potes
of the material. This test method applies to water-saturated
porous materials containing virtually no air.
4.3 This test method applies to permeation of porous
materials with water. Permeation with other liquids, such as
chemical wastes, can be accomplished using procedures
similar to those described in this test method. However, this
test method is only intended to be used when water is the
permeant liquid.
4.4 It is assumed that Darcy's law is valid and that the
hydraulic conductivity is essentially unaffected by hydraulic
gradient. The validity of Darcy's law may be evaluated by
measuring the hydraulic conductivity of the specimen at
three hydraulic gradients; if all measured values are similar
(within about 25 %),then Darcy's law may be taken as valid.
However, when the hydraulic gradient acting on a test
'Annual ook ofASTf standards. Vol 04.02.
* Olson. R . and Dame. . L -Measuremnt of the Hydraulic Conductivity
of Fne-iraied Soils.* Sympar m Prmnbykv and Gtound%.rne Conwrmtant Transponr. AsT3M S7 46. ASTM. |98 1. pp. 18-64.
@ D 5084
specimen is changed, the state of stress will also change. and.
if the specimen is compressible. the volume of the specimen
will change. Thus. some change in hydraulic conductivity
may occur when the hydraulic gradient is altered, even in
cases where Darcy's law is valid.
4.5 This test method provides a means for determining
hydraulic conductivity at a controlled level of effective stress.
Hydraulic conductivity varies with varying void ratio, which
in turn changes when the effective stress changes. If the void
ratio is changed, the hydraulic conductivity of the test
specimen will likely change. To determine the relationship
between hydraulic conductivity and void ratio, the hydraulic
conductivity test would have to be repeated at different
'
effective stresses.
4.6 The correlation between results obtained with this test
method and the hydraulic conductivities of in-place field
materials has not been fully, investigated. Experience has
sometimes shown that flow patterns in small test specimens
do not necessarily follow the' same patterns on large field
scales and that hydraulic conductivities measured on small
test specimens are not necessarily the same as larger-scale
values. Therefore, the results should be applied to field
situations with caution and by qualified personnel.
5. Apparatus
5.1 Hydraulic System-Constant head (Method A),
alling head (Methods B and C), or constant rate of flow
(Method D) systems may be utilized provided they meet the
criteria outlined as follows:
5.1.1 Constant Head-The system must be capable of
mainmining constant hydraulic pressures to within t5 %
and shall include means to measure the hydraulic pressures
to within the prescribed tolerance. In addition, the head loss
across the test specimen must be held constant to within
±5 %and shall be measured with the same accuracy or better.
Pressures shall be measured by a pressure gage, electronic
pressure transducer, or any other device of suitable accuracy.
5.1.2 FallingHead-The system shall allow for measurement of the applied head loss, thus hydraulic gradient, to
within 5 % or better at any time. In addition, the ratio of
initial head loss divided by final head loss over an interval of
time shall be measured such that this computed ratio is
accurate to within :5 %. The head loss shall be measured
with a pressure gage, electronic pressure transducer, engineer's scale, graduated pipette, or any other device of suitable
accuracy. Falling head tests may be performed with either a
constant tailwater elevation (Method B) or a rising tailwater
elevation (Method C).
5.1.3 Constant Rate of Flow-The system must be capable of maintaining a constant rate of flow through the
specimen to within 5 % or better. Flow measurement shall
be by calibrated syringe, graduated pipette, or other device of
suitable accuracy. The head loss across the specimen shall be
measured to an accuracy of 5 % or better using an electronic
pressure transducer or other device of suitable accuracy.
More information on testing with a constant rate of flow is
given in the literature.i
s
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5.1.4 SVsw'm De-airing-The hydraulic system shall be
designed to facilitate rapid and complete removal of free air
bubbles from flow lines.
5.1.5 Back Pressure System-The hydraulic system shall
have the capability to apply back pressure to the specimen to
facilitate saturation. The system shall be capable of maintaining the applied back pressure throughout the duration of
hydraulic conductivity measurements. The back pressure
system shall be capable of applying, controlling, and measuring the back pressure to 5 % or better of the applied
pressure. The back pressure may be provided by a compressed gas supply, a deadweight acting on a piston, or any
other method capable of applying and controlling the back
pressure to the tolerance prescribed in this paragraph.
NorE I-Applicadon of gas pressure directly to a fluid will dissolve
sas in the fluid. A vaiety of techniques are available to minimize
dissolution of gas in the back pressure fluid. including separdon or gas
and Liquid phases with a bladder and frequent replacement of the liquid
with dc-aired water.
5.2 Flow Measurement System-Both inflow and outflow
volumes shall be measured unless the lack of leakage,
continuity of flow, and cessation of consolidation or swelling
can be verified by other means. Flow volumes shall be
measured by a graduated accumulator, graduated pipette,
vertical standpipe in conjunction with an electronic pressure
transducer, or other volume-measuring device of suitable
accuracy.
5.2.1 Flow Accuracy-Required accuracy for the quantity
-of flow measured over an interval of time is 5 % or better.
5.2.2 De-airing and Compliance of the System-The flowmeasurement system shall contain a minimum of dead space
and be capable of complete and rapid de-airing. Compliance
of the system in response to changes in pressure shall be
minimized by using a stiff flow measurement system. Rigid
tubing, such as metallic or rigid thermoplastic tubing, shall
be used.
5.2.3 Head Losses-Head losses in the tubes. valves.
porous end pieces, and filter paper may lead to error. To
guard against such errors, the permeameter shall be assembled with no specimen inside and then the hydraulic system
filled. If a constant or falling head test is to be used, the
hydraulic pressures or heads that will be used in testing a
specimen shall be applied, and the rate of flow measured
with an accuracy of 5 %or better. This rate of flow shall be at
least ten times greater than the rate of flow that is measured
when a specimen is placed inside the permeameter and the
same hydraulic pressures or heads are applied. If a constant
rate of flow test is to be used, the rate of flow to be used in
testing a specimen shall be supplied to the perneameter and
the head loss measured. The head loss without a specimen
shall be less than 0.1 times the head loss when a specimen is
present.
5.3 Permeamezer Cell PressureSystem-The system for
pressurizing the permeameter cell shall be capable of applying and controlling the cell pressure to within 5 % of the
applied pressure. However, the effective stress on the test
specimen (which is the difference between the cell pressure
and the pore water pressure) shall be maintained to the
desired value with an accuracy of 10 %or better. The device
for pressurizing the cell may consist of a reservoir connected
to the permeameter cell and partially filled with de-aired
D 5084
water, with the upper part of the reservoir connected to a
Preue
S.,py
compressed gas supply or other source of pressure (see Note
2). The gas pressure shall be controlled by a pressure
regulator and measured by a pressure gage, electronic pressure transducer, or any other device capable of measuring to
the prescribed tolerance. A hydraulic system pressurized by
deadweight acting on a piston or any other pressure device
capable of applying and controlling the permneameter cell
pressure to the tolerance prescribed in this paragraph may be
used.
NonE 2-De-aired water is commonly used for the cell fluid to
minimize potential for diffusion of air through the membrane into the
specimen. Other fluids, such as oils, which have low gas solubilities are
also acceptable. provided they do not react with components of the
permeameter. Also, use of a long (approximately 5 to 7 in) tube
connecting the pressurized cell liquid to the cell helps to delay the
appearance of air in the cell fluid and to reduce the flux of dissolved air
into the cell.
5.4 PermeameterCell-An apparatus shall be provided in
which the specimen and porous end pieces, enclosed by a
membrane sealed to the cap and base, are subjected to
controlled fluid pressures. A schematic diagram of a typical
cell is shown in Fig. 1.
5.4A The permearneter cell may allow for observation of
changes in height of the specimen, either by observation
through the cell wall using a cathetometer or other instrument, or by monitoring of either a loading piston or an
extensometer extending through the top plate of the cell
bearing on the top cap and attached to a dial indicator or
other measuring device. The piston or extensometer should
pass through a bushing and seal incorporated into the top
plate and shall be loaded with sufficient force to compensate
for the cell pressure acting over the coss-sectional area of the
piston where it passes through the seal. If deformations are
measured, the deformation indicator shall be a dial indicator
or cathetometer graduated to 0.3 mm (0.01 in.) or better and
having an adequate travel range. Any other measuring device
meeting these requirements is acceptable.
5.4.2 In order to facilitate gas removal, and thus saturation of the hydraulic system, four drainage lines leading to
the specimen, two each to the base and top cap, are
recommended. The drainage lines shall be controlled by
no-volume-change valves, such as ball valves, and shall be
designed to minimize dead space in the lines.
5.5 Top Cap and Base-An impermeable, rigid top cap
and base shall be used to support the specimen and provide
for transmission of permeant liquid to and from the spec.
imen. The diameter or width of the top cap and base shall be
equal to the diameter or width of the specimen t5 %. The
base shall prevent leakage, lateral motion, or tilting, and the
top cap shall be designed to receive the piston or extensometer, if used, such that the piston-to-top cap contact area is
concentric with the cap. The surface of the base and top cap
that contacts the membrane to form a seal shall be smooth
and free of scratches.
5.6 Flexible Membranes-The flexible membrane used to
encase the specimen shall provide reliable protection against
leakage. The membrane shall be carefully inspected prior to
use and if any flaws or pinholes are evident, the membrane
shall be discarded. To minimize restrain to the specimen. the
diameter or width of the unstretched membrane shall be
I
Cell Presas
Paesure
Req4uiovor
Hecdr,
Reservoir
influent
Line
C
Perm eablity
Call
vesat
Lines
FIG. 1 Permeameta,
C&H
between 90 and 95 % of that of the specimen. The membrane shall be sealed to the specimen base and cap with
rubber O-rings for which the unstressed, inside diameter or
width is less than 90 % of the diameter or width of the base
and cap, or by any other method that will produce an
adequate seal.
Nors 3-Membranes may be tested for flaws by placing them
around a form sealed at both ends with rubber O-rings, subjecting them
to a small air pressure on the inside, and then dipping them into water.
If air bubbles come up from any point on the membrane, or if any
visible flaws are observed. the membrane shall be discarded.
5.7 PorousEnd Pieces-The porous end pieces shall be'of
silicon carbide, aluminum oxide, or other material that is not
attacked by the specimen or penneant liquid. The end pieces
shall have plane and smooth surfaces and be free of cracks.
chips, and nonuniformities. They shall be checked regularly
to ensure that they are not clogged.
5.7.1 The porous end pieces shall be the same diameter or
width (±5 %) as the specimen, and the thickness shall be
sufficient to prevent breaking.
5.7.2 The hydraulic conductivity of the porous end pieces
shall be significantly greater than that of the specimen to be
tested. The requirements outlined in 5.2.3 ensure this.
5.8 Filter Paper-If necessary to prevent int-usion of
material into the pores of the porous end pieces, one or more
sheets of filter paper shall be placed between the top and
bottom porous end pieces and the specimen. The paper shall
have a negligibly small hydraulic impedance. The requirements outlined in 5.2.3 ensure that the impedance is small.
5.9 Equipmentfor Compacting a Specimen-Equipment
(including compactor and mold) suitable for the method of
compaction specified by the requester shall be used.
4D
D5084
5.10 Sarpie Exmder-When the material being tested is
a soil core. the soil core shall usually be removed from the
sampler with an extruder. The sample extruder shall be
capable of extruding the soil core from the sampling tube in
the same direction of travel in which the sample entered the
tube and with minimum disturbance of the sample. If the
soil core is not extruded vertically, care should be taken to
avoid bending stresses on the core due to gravity. Conditions
at the time of sample extrusion may dictate the direction of
removal, but the principal concern is to keep the degree of
disturbance minimal.
5.11 Trimming Equipment-Specific equipment for trimming the specimen to the desired dimensions will vary
depending on quality and characteristics of the sample;
however, the following items listed may be used. lathe, wire
saw with a wire about 0.3 mm (0.01 in.) in diameter,
spatulas, knives, steel rasp for very hard clay specimens,
cradle or split mold for trimming specimen ends, and steel
straight edge for final trimming of specimen ends.
5.12 Devices for Measuring the Dimensions of the Specimen-Devices used to measure the dimensions of the
specimen shall be capable of measuring to the nearest 0.3
mm (0.01 in.) or better and shall be constructed such that
their use will not disturb the specimen.
5.13 Balances-The balance shall be suitable for determining the mass of the specimen and shall be selected as
discussed in Specification D 4753. The mass of specimens
less than 100 g shall be determined to the nearest 0.01 g. The
mass of specimens 100 g or larger shall be determined to the
nearest 0.1 g. The mass of specimens >1000 g shall be
determined to the nearest 1.0 g.
5.14 Equipmentfor Mounting the Specimen-Equipment
for mounting the specimen in the permeameter cell shall
include a membrane stretcher or cylinder, and ring for
expanding and placing O-rings on the base and top cap to
seal the membrane.
5.15 Vacuum Pump-To assist with de-airing of
permeameter system and saturation of specimens.
5.16 TemperatureMaintainingDevice-The temperature
of the permeameter, test specimen, and reservoir of permeant liquid shall not vary more than t3'C (±5.7F). Normally, this is accomplished by performing the test in a room
with a relatively constant temperature. If such a room is not
available, the apparatus shall be placed in a water bath,
insulated chamber, or other device that maintains a temperature within the tolerance specified in 5.16. The temperature
shall be periodically measured and recorded.
5.17 Water Content Containers-The containers shall be
in accordance with Method D 2216.
5.18 Drying Oven-The oven shall be in accordance with
Specification E 145.
6. Reagents
peanncant liquid ano the
NarE 4-Chcmical interactions betweei
porous matenal may lead to vartuons in hycrauic :onductivity. Disulled water can significantly lower the hydraulic :onaucivity of clayey
soils (se: the literaiuret) For this reason. distilled water is not usually
recommended as a permeant liquid. A permcant liquid used by some is
0.005 N C2SO 4 . which can be obtained for example. by dissolving 6.8 g
of nonhydrated. reagent-gldc CaSO, in 10 L of dc-aired. distilled water.
This CaSO, solution is thought to nether increase nor decrease
significantly the hydraulic conductivity of clayey soils. In areas with
extremely brackish zap water, the CaSO. solution is recommended.
6.1.3 Deaired Water-To aid in removing as much air
from the test specimen as possible. denired water shall be
used. The water is usually deairted by boiling, by spraying a
fine mist of water into an evacuated vessel attached to a
vacuum source, or by forceful agitation of water in a
container attached to a vacuum source. If boiling is used,
care shall be taken not to evaporate an excessive amount of
water, which can lead to a larger salt concentration in the
per-meant water than desired. To prevent dissolution of air
back into the water, deaired water shall not be exposed to air
for prolonged periods.
7. Test Specimens
7.1 Size-Specimens shall have a minimum diameter of
25 mm (1.0 in.) and a minimum height of 25 mm. The
height and diameter of the specimen shall be measured to the
nearest 0.3 mm (0.01 in.) or better. The length and diameter
shall vary by no more than t5 %. The surface of the test
specimen may be uneven, but indentations must not be so
deep that the length or diameter vary by more than ±5 %.
The diameter and height of the specimen shall each be at
least 6 times greater than the largest particle size within the
specimen. If, after completion of a test, it is found based on
visual observation that oversized particles are present, that
information shall be indicated on the report.
No 5-Most hydraulic conductivity tests are performed on cylindrical test specimens. It is possible to utilize special equipment for
testing prismatic test specimens. in which case refernce to -diaietr
in 7.1 applies to the least width of the prismade test specimen.
7.2 UndisturbedSpecimens-Undisturbedtest specimens
shall be prepared from a representative portion of undisturbed samples secured in accordance with Practice D 1587
or Practice D 2113, and preserved and transported in accordance with requirements for Group C materials in Practice
D 4220. Specimens obtained by tube sampling or coring may
be tested without trimming except for cutting the end
surfaces plane and perpendicular to the longitudinal axis of
the specimen, provided soil characteristics are such that no
significant disturbance results from sampling. Where the
sampling operation has caused disturbance of the soil, the
disturbed material shall be trimmed. Where removal of
pebbles or crumbling resulting from trimming causes voids
on the surface of the specimen that cause the length or
diameter to vary by more than ±5 %. the voids shall be filled
6.1 Permeant Water:
with remolded material obtained from the trimmings. The
6.1.1 The permeant water is the liquid used to permeate
ends of the test specimen shall be cut and not troweled
(troweling can seal off cracks, slickensides, or other secondary features that might conduct water flow). Specimens
the test specimen and is also the liquid used in backpressuring the specimen.
6.1.2 The type of permeant water should be specified by
the requestor. If no specification is made, tap water shall be
used for the permeant liquid. The type of water utilized shall
be indicated in the report.
shall be trimmed, whenever possible, in an environment
where changes in moisture content are minimized. A controlled high-humidity room is usually used for this purpose.
The mass and dimensions of the test specimen shall be
4
115 D 5084
determined to the tolerances given in 5.12 and 5.13. The test
specimen shall be mounted immediately in the permeameter. The water content of the trimmings shall be determined
in accordance with Method D 2216.
7.3 Laboratory-CompactedSpecimens-The material to
be tested shall be prepared and compacted inside a mold in a
manner specified by the requestor. If the specimen is placed
and compacted in layers, the surface of each previouslycompacted layer shall be lightly scarified (roughened) with a
fork, ice pick, or other suitable object, unless the requester
specifically states that scarification is not to be performed.
Test Methods D 698 and D 1557 describe two methods of
compaction, but any other method specified by the requestor
may be used as long as the method is described in the report.
Large clods of material should not be broken down prior to
compaction unless it is known that they will be broken in
field construction, as well, or the requestor specifically
requests that the clod size be reduced. Neither hard clods nor
individual particles of the material shall exceed %/6of either
the height or diameter of the specimen. After compaction,
the test specimen shall be removed from the mold, the ends
scarified, and the dimensions and weight determined within
the tolerances given in 5.12 and 5.13. After the dimensions
and mass are determined, the test specimen shall be immediately mounted in the permeanieter. The water content of
the trimmings shall be determined in accordance with
Method D 2216.
7.4 Other PreparationMethods-Other methods of preparation of a test specimen are permitted if specifically
requested. The method of specimen preparation shall be
identified in the report.
7.5 After the height, diameter, mass, and water content of
the test specimen have been determined, the dry unit weight
shall be calculated. Also, the initial degree of saration shall
be estimated (this information may be used later in the
backpressure stage).
8. Procedure
8.1 Specimen Setup:
8.1.1 Cut two filter paper sheets to approximately the
same shape as the cross section of the test specimen. Soak the
two porous end pieces and filter paper sheets, if used, in a
container of permeant water.
8.1.2 Place the membrane on the membrane expander.
Apply a thin coat of silicon high-vacuum grease to the sides
of the end caps. Place one porous end piece on the base and
place one filter paper sheet, if used, on the porous end piece,
followed by the test specimen. Place the second filter paper
sheet, if used, on top of the specimen followed by the second
porous end piece and the top cap. Place the membrane
around the specimen, and using the membrane expander or
other suitable 0-ring expander, place one or more 0-rings to
seal the membrane to the base and one or more additional
0-rings to seal the membrane to the top cap.
8.1.3 Attach flow tubing to the top cap, if not already
attached, assemble the permeameter cell, and fill it with
de-aired water or other cell fluid. Attach the cell pressure
reservoir to the permeameter cell line and the hydraulic
system to the influent and effluent lines. Fill the cell pressure
reservoir with desired water, or other suitable liquid, and the
too
9o
N
0
C
60
ti
.4
0
(U
75
+
+1
70
60
so
0
so
to
ISO
200
250
2Ce
Required Backpressure (psi)
FIG. 2 Back Pressure to Attain Various Degrees of Saturation'
confining pressure of 7 to 35 kPa (I to 5 psi) to the cell and
apply a pressure less than the confining pressure to both the
influent and effluent systems, and flush permeant water
through the flow system. After all visible air has been
removed from the flow lines, close the control valves. At no
time during saturation of the system and specimen or
hydraulic conductivity measurements shall the maximum
applied effective strs be allowed to exceed that to which the
specimen is to be consolidated.
8.2 Specimen Soaking (Optional)-To aid in saturation,
specimens may be soaked under partial vacuum applied to
the top of the specimen. Atmospheric pressure shall be
applied to the specimen base through the influent lines, and
the magnitude of the vacuum set to generate a hydraulic
gradient across the sample less than that which will be used
during hydraulic conductivity measurements.
Nan 6-Soaking under vacuum is applicable when there are
continuous air voids in the specimen. Soaking under vacuum is only
recommended for test specimens with initial degrees of saturation below
70 %. The specimen may swell when exposed to water the effective
sre will tend to counteract the swelling. However, for materials that
tend to swell, unless the applied effective stress is greater than or equal to
the swell pressure, the specimen will swell.
8.3 Backpressure Saturation-To saturate the specimen.
backpressuring is usually necessary. Figure 2 provides guidance on back pressure required to attain saturation.
NorE -Figure 2 assumes that the water used for back pressure is
desired and that the only source for air to dissolve into the water is air
fm the test specimen. If air pressure is used to control the back
pressure. pressurized air will dissolve into the water, thus reducing the
capacity of the water used for back pressure to dissolve air located in the
porn of the test specimen. The problem is minimized by using a long
(>5 m) tube that is impermeable to air between the air-water interface
and test specimen, by separating the back-pressure water from the air by
a material or fluid that is relatively impermeable to air, by periodically
replacing the back-pressure water with deired water, or by other means.
'Lte.
and Johnson. T. C.. -Use of Back P-essure to Increase Oevee of
samon ofTraxiM Tea spec mens. Picceeding. .4SCE Rearch Conference
oe Mrar strenrh of Cohee sLs, Boulder. co. 160.
hydraulic system with deaired permeant water. Apply a small
5
D 5084
8.3.1 Open the flow line valves and flush out of the system
any free air bubbles using the procedure outlined in 8.1.3. If
an electronic pressure transducer or other measuring device
is to be used during the test to measure pore pressures or
applied hydraulic gradient, it should be bled of any trapped
air. Take and record an initial r-eding of specimen height, if
being monitored.
8.3.2 Adjust the applied confining pressure to the value to
be used during saturation of the sample. Apply backpressure
by simultaneously increasing the cell pressure and the
influent and effluent pressures in increments. The maximum
value of an increment in backpressure shall be sufficiently
low so that no point in the .specimen is exposed to an
effective stress in excess of that to which the specimen will be
subsequently consolidated. At no time shall a head be
applied so that the effective confining stress is <7 kPa (I psi)
because of the danger of separation of the membrane from
the test specimen. Maintain each increment of pressure for a
period of a few minutes to a few hours, depending upon the
characteristics of the specimen. To assist in removal of
trapped air, a small hydraulic gradient may be applied across
the specimen to induce flow.
8.3.3 Saturation shall be verified with one of the three
following techniques:
8.3.3.1 Saturation may be verified by measuring the B
coefficient as described in Test Method D 4767 (see Note 8).
The test specimen shall be considered to be adequately
saturated if (1) the B value is a:0.95, or (2) for relatively
incompressible materials, for example, rock, if the B value
remains unchanged with application of larger values of back
pressure. The B value may be measured prior to or after
completion of the consolidation phase (see 8.4). Accurate
B-value determination can only be made if no gradient is
acting on the specimen and all pore pressure induced by
consolidation has dissipated.
Nar 8-The B coefficient is defined for this type of test as the
change in pore water pressure in the pomu material divided by the
change in confining pressure. Compressible materials that are fully
specimen, or simultaneously from both ends.
8.4.3 (Optional) Record outflow volumes to confirm that
primary consolidation has been completed prior to initiation
of the hydraulic conductivity test. Alternatively, measurements of the change in height of the test specimen can be
used to confirm completion of consolidation.
NorE 10-The procedure in 8.4.3 is optional because the requirements of 8.5 ensure that the test specimen is adequately consolidated
during permeation because if it is not, inflow and outlow volumes will
differ significanty. However, for accurate B-value determimation. completion of consolidation should be confirmed (see 8.3.3.1). It is
recommended that outflow volumes or height changes be recorded as a
means for verifying the completion of consolidation prior to initializa-
tion of permeation. Also, measurements in the change in height of the
test specimen, coupled with knowledge of the initial height, provide a
means for checking the final height of the specimen.
8.5 Permeation:
8.5.1 Hydraulic Gradient-When possible, the hydraulic
gradient used for hydraulic conductivity measurements
should be similar to that expected to occur in the field. In
general, hydraulic gradients from <1 to 5 cover most field
conditions. However, the use of small hydraulic gradients
can lead to very long testing times for materials having low
hydraulic conductivity (less than about I x 104 cm/s).
Somewhat larger hydraulic gradients are usually used in the
laboratory to accelerate testing, but excessive gradients must
be avoided because high seepage pressures may consolidate
the material, material may be washed from the specimen, or
fine particles may be washed downstream and plug the
effluent end of the test specimen. These effects could increase
or decrease hydraulic conductivity. If no gradient is specified
by the requestor, the following guidelines may be followedHydraulic condueaiy.
m/3
saturarcd with water will have a B value of 1.0. Relatively incompressible, saturated materials have B values which ar= somewhat less than
8.4.1 Record the specimen height, if being monitored,
prior to application of consolidation pressure and periodically during consolidation.
8.4.2 Increase the cell pressure to the level necessary to
develop the desired effective stress, and begin consolidation.
Drainage may be allowed from the base or top of the
1.0.
IX
-m I x o
lX10rtoi~r I
I x 10Ix 10
8.3.3.2 Saturation of the test specimen may be confirmed
at the completion of the test by calculation of the final degree
of saturation. The final degree of saturation shall be 100 t
5 %. However, measurement of the B coefficient as described
in 8.3.3.1 or use of some other technique (8.3.3.3) is strongly
recommended because it is much better to confirm saturation prior to permeation than to wait until after the test to
determine if the test was valid.
8.3.3.3 Other means for verifying saturation, such as
measurement of the volume change of the specimen when
the pore water pressure has been changed, can be used for
verifying saturation provided data are available for similar
materials to establish that the procedure used confirms
saturation as required in 8.3.3.1 or 823.2.
8.4 Consolidation-Thespecimen shall be consolidated to
the effective stress specified by the requestor. Consolidation
may be accomplished in stages. if desired.
Rcommended Maximum
Hydraulic Gradient
2
SV
0
les than I x lo"
30
NoE I I-Sepage pressures associated with large hydraulic gradients on consolidate so, compressible specimens and reduce their
hydraulic conductivity. It may be nesary to use smaller hydraulic
gradients (<10) for such specimens.
8.5.2 Initialization-Initiatepermeation of the specimen
by increasing the influent pressure (see 8.3.2). The effluent
pressure shall not be decreased because air bubbles that were
dissolved by the specimen water during backpressuring may
come out of solution if the pressure is decreased. The back
pressure shall be maintained throughout the permeation
phase.
8.53 Constant Head Test (Method A)-Measure and
record the required head loss across the test specimen to the
tolerances stated in 5.1.1 and 5.2.3. The head loss across the
specimen shall be kept constant t5 %. Measure and record
periodically the quantity of inflow as well as the quantity of
outflow. Also measure and record any changes in height of
the test specimen, if being monitored (see Note 1I). Con-
NoT 9-The test specimen may be consolidated prior to application
of backpressure. Also, the backprssure and consolidation phases may
be completed concurrently if backpressures are applied sufficiently
slowly to minimize potential for overconsolidation of the specimen.
6
D 5084
tinue permeation until at least four values of hydraulic
conductivity are obtained over an interval of time in which:
(1) the ratio of outflow to inflow rate is between 0.75 and
1.25, and (2) the hydraulic conductivity is steady. The
hydraulic conductivity shall be considered steady if four or
more consecutive hydraulic conductivity determinations fall
within 25 % of the mean value for k
I x 10-" m/s or
within 50 % for k < I x 10-o r/s, and a plot of the
hydraulic conductivity versus time shows no significant
upward or downward trend.
8.5.4 Falling-Head Tests (Methods B and C)-Measure
and record the required head loss across the test specimen to
the tolerances stated in 5.1.2. For falling-head tests, at no
time shall the applied head loss across the specimen be less
than 75 % of the initial (maximum) head loss during each
individual hydraulic conductivity determination (see Note
12). Periodically measure and record any changes in the
height of the specimen, if being monitored. Continue permeation until at least four values of hydraulic conductivity are
obtained over an interval of time in which: (1) the ratio of
outflow to inflow rate is between 0.75 and 1.25, and (2) the
hydraulic conductivity is steady (see 8.5.3).
effluent pressures in a manner that does not generate
significant volume change of the test specimen. Then carefully disassemble the permeater cell and remove the specimen. Measure and record :he final height, diameter. and
total mass of the specimen. Then determine the final water
content of the specimen by the procedure of Method D 2216.
Dimensions and mass of the test specimen shall be measured
to the tolerances specified in 5.13 and 7.1.
Non 13-The specimen may swell after removal of back pressure as
a result of aircoming out of solution. A correction may be made for this
erec, provided that changes in the length of the specimen are
monitored during the test. The strain caused by dismantling the cell is
computed from the length of the specimen before and after dismantling
the celt The same strain is assumed to have occurred in the diameter.
The corrected diameter and actual length before the back pressure was
removed arm used to compute the volume of the test specimen prior to
dismantling the cell. The volume prior to dismantling the cell is used to
determine the linal dry density and degree ofsaturation.
9. Calculation
9.1 Constant Head and Constant Rate of Flow Tests
(Methods A and D)-Calculate the hydraulic conductivity, k,
as follows:
Non 12-When the water pressure in a test specimen changes and
k - QL/Ath
the applied total stress is constant, the effective stress in the test
specimen changes, which can cause volume changes that can invalidate
the test results. The requirement that the head loss not decrease very
much is intended to keep the effective stress from changing too much.
For extremely soft, compressible rest specimens, even more restrictive
eriteria might be needed. Also, when the initial and final'head losses
amss the test specimen do not differ by much, great accuracy is needed
to comply with the requirement of 5.1.2 that the ratio of initial to final
head loss be determined with an accurcy of ±5 % or beter. When the
initial and final head loss over an interval of time do not differ very
much. it may be possible to comply with the requirements for a constant
head test (8..3) in which the head loss must not differ by more than
l5 %and to treat the test as a constant head test.
8.5.4.1 Test with Constant TailwaterLevel (Method B)-
If the water pressure at the downstream (tailwater) end of the
test specimen is kept constant, periodically measure and
record either the quantity of inflow or the level of water in
the influent standpipe; measure and record the quantity of
outflow from the test specimen.
8.5.4.2 Test with Increasing Tailwater Level (Method
C-f
the water pressure at the downstream end of the test
specimen rises during an interval of time, periodically measure and record either the quantity or inflow and outflow or
the changes in water levels in the influent and effluent
standpipes.
8.5.5 Constant Rate of Flow Tests (Method D)-Initiate
permeation of the specimen by imposing a constant flow
rate. Choose the flow rate so the hydraulic gradient does not
exceed the value specified, or if none is specified, the value
recommended in 8.5.1. Periodically measure the rate of
inflow, the rate of outflow, and head loss across the test
specimen to the tolerances given in 5.1.3. Also, measure and
record any changes in specimen height, if being monitored.
Continue permeation until at least four values of hydraulic
conductivity are obtained over an interval of time in which
(1) the ratio of inflow to outflow rates is between 0.75 and
1.25, and (2) hydraulic conductivity is steady (se: 8.5.3).
8.6 FinalDimensions ofthe Specimen-After completion
of permeation, reduce the applied confining, influent, and
(1)
where:
k = hydraulic conductivity, m/s,
Q
quantity of flow, taken as the average of inflow and
outflow, n3
L = length of specimen along path of flow, m,
-
A - cross-sectional area of specimen, m-,.
t = interval of time, s, over which the flow Q occurs, and
A - difference in hydraulic head across the specimen, m of
water.
9.2 Faling-HeadTests:
9.2.1 Constant TailwaterPressure(Method B)-Calculate
the hydraulic conductivity, k, as follows:
k--InaL I/k\
(2)
At \41.)
wher:
a - cross-sectional area of the reservoir containing the
influent liquid, mL - length of the specimen. m,
A - cross-sectional area of the specimen, m-,
- elapsed time between determination of h and h,, s.
h - head loss across the specimen at time it, m, and
h, - head loss across the specimen at time t,, m.
9.2.2 Increasing Tailwater Pressure (Method C)-Calculate the hydraulic conductivity, k, as follows:
k-
a, at L ln(h11h,)
A t (. + a.)
(3)
where
ae
7
- cross-sectional area of the reservoir containing the
influent liquid, m2,
= cross-sectional area of the reservoir containing the
effluent liquid, m2 ,
L
A
I
=
- length of the specimen, m,
cross-sectional area of the specimen, m:,
- elapsed time between determination of h, and h:, s.
hl
h2
- head loss across the specimen at time t, m, and
- head loss across the specimen at time t2 , m.
D 5084
5
NorE 14-For the case in which a., - a. - a. the equation for
calculating k for a falling head test with a rising tail-ater level is:
k --
In It
(4)
TABLE 1 Correction Factor Rr for Viscosity of Water at Various
Temperatures'
7Nnaersaire. *C
\T),
9.3 Correct the hydraulic conductivity to that for 20'C
(687), k:, by multiplying k by the ratio of the viscosity of
water at test temperature to the viscosity of water at 20'C
-2.4,1
0
7a
(687), R7, from Table 1, as follows:
k:,
Ryk
is12
7
(5)
13
8s
is
9
10
10. Report
10.1 Report the following information:
10.1.1 Sample identfying information,
10.1.2 Any special selection' and preparation process, such
as removal of stones or other materials, or indication of their
presence, if undisturbed specimen,
10.1.3 Descriptive information on method of compaction,
10.1.4 Initial dimensions of the specimen,
10.1.5 Initial water content and dry unit weight of the
specimen,
10.1.6 Type of permeant liquid used,
10.1.7 Magnitude of total back pressure,
10.1.8 Maximum and minimum effective consolidation
stress,
2
13
14
15
21
19
-22
232
24
1.664
27
1.511
28
29
1.560
1.511
1.465
1.421
1.39
1.339
1.301
1-265
1.230
1.197
1.185
1.135
1.106
1.0"7
1.051
1.025
1.000
0.976
0.953
0.931
0.910
30
31
32
33
34
35
38
37.
as
39
40
R,
0.889
0.sas
0.50
0.832
0.814
0.797
0.780
0.764
0.749
0.733
0.719
0-705
a.692
0.678
0.665
0.653
0.641
0.6Z9
0.618
0.607
41
42
-43
4
A&
0.585
0.s9s
47
0.565
48
49
a.556
s-
time or pore volumes of flow is recommended.
11. Precision and Bias
11.1 Precision-Dataare being evaluated to determine
the precision of this test method. In addition, Subcommittee
DI8.04 an Hydrologic Properties of Soil and Rocks, is
seekng pertinent data from users of this test method.
11.2 Bias-There is no accepted reference value for this
test method, therefore, bias cannot be determined.
10.1.9 Height of specimen after completion of consolidation, if monitored.
10.1.10 Range of hydraulic gradient used,
10.1.11 Final length, diameter, water content, dry unit
weight, and degree of saturation of the test specimen,
10.1.12 Average hydraulic conductivity for the last four
determinations of hydraulic conductivity (obtained as described in 8.5.3 to 8.5.5), reported with two significant
0
Tevoarature. 'C
25
26
A4,-(-0.02452 T+ 1.495)where Is e doge
NoTE 15-The maximum effective stress exists at the effluent end of
the test specimen and the minimum'trs at the influent end.
figures, for example, 7.1 x 10
1.783
1.723
A,
12. Keywords
12.1 coefficient of permeability; hydraulic barriers hydraulic conductivity; liner, permeameter
n/s, and reported in units
of m/s (plus additional units, if requested or customary),
10.1.13 Graph or table of hydraulic conductivity versus
The Amncn sociey for resting and Maeils takes no poseton reaoeqn me viudityof any paen rlihts ared i wcn
.7a
wth any a"n mAntorned i Mar standar. Users of mis Sndard aWe ePressly SOsed tat eSteranaovt Of me vabany Ofany ScA
pate ngu. &nd me risk a itfnguemn o S ng.W "e afnry ~ own respcnsbiy.
and nm be reviewed evy hve years and
tcJlW whcetal
This anard i subje to revisionat any Um, by the responwSie
if not tuvned. sittne reawmrved or withdrawn. Your commeru ar knvfld ahe tor reviwon &d iscancutd o o adetltialstandtrs
fesporsbl
wctred Considamion it a m.em O Me
and snould be aadressed to AsTM Hleadutarl. Your coamrnsl ,ee
tecnncai commate. wich you may attend. If you fe that your comerlS have no recaed a fair nleanag you Slouk make your
views known to We ASTM Conatee Or Stan*ars, 1916 Race S.. Phndeahia. PA 19703.
8
,qPP2Vbx
n-&r
STANDARD OPERATING PROCEDURES
Author:
Field Chemistry and
Environmental Chemistry
Issuing Unit: ABB-ES
SOP: FGCPT00101
DATE: 7-2-91
Page 1 of 17
Reviewed by:
Name and Functional Area
Approved by:
Name and Functional Area
TITLE:
Purge and Trap Analysis of Volatile Organic Compounds
by Field Gas Chromatography
SCOPE:
These procedures describe the preparation and analysis of
soil and water samples for volatile organics by purge and trap
procedure. Analytes to be analyzed using this technique are
project specific and will be selected by the site chemist prior
to field activities. The method is used when quantification of
specific compounds at low part per billion detection limits is
required.
REQUIREMENTS:
APPARATUS AND MATERIALS
Syringes: An appropriate number of syringes of various
volumes will be selected according to project requirements
Sample Containers: Pre-cleaned amber glass vials with
screw-caps and Teflon liners
Vials: Various sizes chosen on a project specific basis for use
with GC standards
Spatula: Stainless steel
W0089145.080
6943-01
Purge and trap device: The purge and trap device consists
of: a sparge vessel; a trap; and a desorber. A Tekmar LSC
2000, or equivalent, will be used.
Sparge vessel: The purging chamber is designed to accept 5
mL water samples or 5 gram soil samples.
Trap: Traps are purchased from Tekmar, Supelco, or other
commercial vendors, and meet EPA specifications outlined in
EPA method 5030 (USEPA 1986).
Reagent water: Reagent water is defined as water in which
target organic compounds are not observed at or above the
method detection limit. Reagent water is used for blanks,
soil analyses, and dilutions of aqueous samples.
Methanol: Purge and trap quality or equivalent. Store away
from other solvents.
Gas Chromatograph: A Hewlett Parkard 5890 gas
chromatograph (temperature programmable), or equivalent,
will be used. Instruments will be capable of meeting
requirements and performance objectives outlined in EPA
method 8000 (EPA 1986).
Columns: For most applications a capillary column (e.g.,
J&W scientific DB-624) will be employed. A packed column
may be substituted to meet the analytical needs of some
programs. Columns will be purchased from commercial
vendors.
Detectors: The primary detectors used for most field
analyses are the Photoionization detectors (PID) and the
Electrolytic Conductivity Detector (ELCD). These detectors,
connected in series, are capable of detecting an assortment of
chlorinated and aromatic target compounds. A Flame
ionization Detector (FID) and /or Electron Capture Detector
(ECD) may be substituted to meet project specific needs.
Choice of detector will be specified in the project work plan.
Intearator: A data processing unit will be used in
conjunction with the GC detector to record data from the
W0089145.080
6943-01
2
GC analyses. The integrator will be capable of producing
chromatograms, and summarizing the response of detected
compounds. A Hewlett Parkard HP-3396, or equivalent, will
be used.
Direct data transfer to a PC unit may also be available for
some projects. This system has the capability to produce
customized tables for use with data evaluation and
contamination assessments.
Surrogate standard: An appropriate surrogate may be used
in conjunction with purge and trap analysis as determined on
a project specific basis. The project chemist shall evaluate
the need of a surrogate standard, according to the project
data quality objectives (DQOs), prior to field activities.
To aid in organization field screening activities will use
established convention for coding standards, recording
logbook entries, making calculations, and the analyzing
quality control samples. Deviations from the convention
outlined in this document will not be allowed without the
issuance of a written field change request, a logbook entry
detailing the reason(s) for any deviation(s), and a discussion
with the project chemist.
CONVENTIONS:
Chemical Standards. Chemical standards will be purchased
from Supleco, Inc., Chem Service, Inc., or an equivalent
supplier. All chemical standard preparation records will be
logged and coded in a project GC run logbook. Specific
information and conventions for entering this data can be
found in Appendix A. At a minimum, the chemist enters the
following information in the logbook:
e
vendor name supplying standards
e
concentration of standards prepared
e
dilution records and calculations performed in
deriving standard's concentrations
e
lot number of standards
e
code assigned to standard
W0089145.080
3
6943-01
Standards Preparation. All standards are prepared from neat
solutions or prepared mixes purchased through an approved
supplier. Stock standards will be made by diluting neat
standards or prepared mixes with an appropriate solvent. For
standards made from neat solutions, the compound density
will be used to determine the quantity of neat compound to
add to the solvent.
All calibration standards will be made by serial dilution from
stock standards. The calibration standard concentrations will
be determined by the expected range of contaminant
concentrations.
-
standards are selected with the guidance of the
project chemist on a site-specific basis. Compounds
will be chosen to meet the needs of
specific projects.
e
standards are stored in vials with Teflon caps with a
code that identifies the exact working standard mix.
Codes will follow the format
FGCXXXXXXWWYYZZ where XXXXXX is the
month, date, and year that the mix was made; WW is
the page in the GC logbook where the standard can
be found; YY is where the standard fell
chronologically on that day; and ZZ is the
logbook number where the standard can be found.
The code and the standard concentration will be
entered on the vial label. This code will be
entered in the GC run log whenever the standard
is analyzed so the use of all standards may be
traced. All appropriate standards will be stored
in a refrigerator or cooler.
e
a summary of standard preparation steps will be
entered into the project GC run logbook
*
when preparing standards, all syringes will be
rinsed in purge and trap grade methanol at least
three times before use.
W0089145.080
4
6943-01
CALIBRATION:
Prior to analyzing samples instrument operation conditions
are established and recorded in the instrument logbook or on
an operation conditions record sheet. Calibration will be
conducted using standard calibration technique is used. A
detailed description of external standard calibration is found
in EPA Method 8000 (EPA 1986).
Initial Calibration At the initiation of each field program, a
minimum three-point initial calibration curve will be
prepared covering the desired concentration range of VOC
analyses for the site.
Quantitation of volatile organics should be calculated from a
point to point calibration curve as described in USEPA
method 8000 (EPA 1986), but is not required. If the relative
standard deviation of response factors is less than 30 percent
for a given target analyte, linear regression may be used for
determining the concentration detected in samples.
Independent Check Standard Verification. After the first
initial calibration conducted in each field event, an
independent check standard may be analyzed in accordance
with specific project DQOs. The check sample will be made
from a different source than the stock solution and working
standards. The check sample is used to verify the accuracy of
the working standard. A percent difference (%D) of <30%
is considered acceptable to confirm standard accuracy.
Continuing Calibration Prior to sample analysis, a continuing
calibration check standard will be analyzed at or near the
mid-level each day. The target analytes must have percent
differences (%D) of <30% when compared to the initial
calibration.
Samples may be run only if no more than one compound per
detector, or a total of 10% of the target compounds, exceed
the %D criteria of 30% . If the above criteria are not met, a
second standard is analyzed. If the second standard is
unacceptable, a new calibration curve will be prepared.
Following analysis of an acceptable continuing calibration
standard, samples can be analyzed for a period of 24 hours
from the time of standard injection. Sample IDs for the
W0089145.080
6943-01
5
continuing calibration standard will be entered into the
instrument logbook.
A closing standard is analyzed as the last analytical run of the
day. The sample ID for the closing standards will be entered
into the logbook by the code ZZCLSYYYXXXXXX where
YYY is the standard concentration, and XXXXXX is the
month, day, and year of analysis.
Retention Time Windows. Retention times will be set to 3%
for target compounds.
Low Level Method Blanks. A method blank analyzed before
samples are analyzed. A method blank consists of 5 mL of
reagent water that may have a surrogate standard added.
Blanks are analyzed under identical procedures as samples.
Method blanks are acceptable if no target compounds are
present above the detection limits established for the
instrument. Samples are not analyzed until an acceptable
method blank is run demonstrating that the instrument is free
of contamination.
Medium Level Blanks. A medium level method blank will be
analyzed prior to the analysis of extracts from medium-level
extractions (Section 3.2.2). A medium level blank will consist
of 100 uL of methanol added to 5 mL reagent water. The
methanol will originate from the same source as the
methanol used in the soil extraction procedure. Surrogate
standard may be added to the reagent water which is then
analyzed by the same procedure described for water samples
in Section 4.1.
Cleaning Blank. Blanks will also be analyzed after any highlevel sample to ensure that carryover is not occurring. A
high level sample is defined as being five times higher than
the highest calibration point. Blanks may be run more often
based on the judgement of the field analyst.
Method Detection Limits. Method detection limits (Mils)
will be determined on an annual basis and applied to all field
purge and trap analyses during that year. Method detection
limits are established by analyzing seven standards at a
concentration equal to the low level calibration standard.
W0089145.080
6
6943-01
The standard deviation is calculated for these seven runs and
will be multiplied by 3.1 (student's t value for 95 percent
confidence). This number is divided by the Ave RF to
established the MDL for each analyte.
SAMPLE
PREPARATION:
Sample preparation technique have been adapted from
protocols outlined in EPA purge and trap method 8010, 8020,
and 8240 (EPA 1986). Methods have been modified for the
purpose of field application where appropriate. After
instrument calibration and method blank analysis has been
completed as outlined in Section 2.0, samples can be
analyzed.
Water Samples. Open the sample bottle and, with a 5 mL
syringe, carefully draw the sample into the syringe barrel and
discard 1 volume. Draw sample into syringe. Depress the
syringe plunger, and vent any residual air while adjusting the
volume to 5 mL. Care must be taken to prevent air bubbles
from forming in the syringe. Using a syringe, add
appropriate surrogate standard to the sample. Attach the 5
mL syringe to the syringe valve on the purging device. Open
the purge valve and inject the sample into the purging
chamber. Close the valve and purge the sample. Prior to the
analysis of subsequent samples, wash the chamber with a
minimum of two 5 mL flushes of reagent water.
Dilution of Water Samples. If field notes or historic
information indicate that high concentrations of VOCs may
be present, samples will be diluted to bring target compounds
into the instrument calibration range. Dilutions will be made
within a 5 mL syringe. If 1.0 mL or more of sample is used,
the 5 mL syringe is used to measure the sample volume.
Reagent water is then drawn into the syringe to make a final
volume of 5.0 mL. If less than 1.0 mL of sample is used,
than a syringe designed to measure the respective volume will
be used to measure the sample. Sample will be added to 5.0
mL of reagent water in a 5.0 mL syringe and analyzed as a
normal water sample.
6943-01
W0089145.O0
7
For samples that are diluted a dilution factor is applied to
the detection limits and target compound results. Dilution
factors are calculated as follows:
DF=
5 mL
X mL
where x = volume of sample
4.2 Soil Samples. Soil samples include subsurface soils,
surface soils, or sediment samples. VOC concentration in
soil samples may be calculated based on the dry weight if
project specifications require. Percent moisture adjustments
will be made to the raw data results as described in Section
4.2. The percent moisture of each sample will be calculated
based on modification of procedures outlined in Section 7.2
of the EPA SOW (EPA 1988) as described in the following
subsections.
Percent Solid Determination. Weigh sample measuring pan.
Add 10 g nominal of sample into pan and record weight
(+0.1 g). Weigh dried sample and pan. Sample weight
equals the difference between the pan weight and total
weight. Calculate the percent moisture.
Alternatively, an automatic moisture balance may be used to
determine percent solid as per the manufacturer's instruction.
grams of samples - grams of dry sample
grams of sample
%moisture=
%solid
x100
100 - % moisture
=
Low Level Preparation. Open the sample bottle. Using a
spatula place 1 to 5 grams of samples into the soil sparging
vessel. Weigh the soil using an analytical balance. Record
the sample weight to the nearest 0.1 gram in the logbook.
Attach the soil sparger to the purging device. Fill a 5 mL
Luer lock syringe with 5 mL of reagent water. Depress the
syringe plunger and vent any residual air while adjusting the
volume to 5 mL. Add appropriate volume of surrogate
standard to the reagent water. Attach the syringe to the
6943-01
W0089145.080
8
syringe valve on the purging device. Open the purge valve
and inject the water into the soil sparging chamber. Close
the valve and purge the sample.
After sample purging is completed soil is removal from the
sparger, and the chamber is rinsed with reagent water. If
contamination is detected at concentration exceeding the
limits defined in Section 2.3 fore carryover blanks, then the
sparger is rinsed with methanol or suitable solvent to
eliminate residual contamination.
Medium Level Preparation. If field notes or low level
analyses indicate that samples contain high concentration of
target compounds and/or other hydrocarbons, samples will be
prepared using a medium level methanol extraction technique
similar to the medium level method outlined in EPA method
8240 (EPA 1986).
It is necessary to analyze a medium level method blank each
day medium level samples are analyzed. Medium level
method blanks are described in Section 3.2.3.
Four grams of sample is measured into a test tube using an
analytical balance. 10 mL of methanol is added to the test
tube. The test tube is capped and shaken for one minute
until the soil is thoroughly distributed in the methanol. The
suspended soil is allowed to settle, and if necessary, a
centrifuge is used. One hundred microliters of the methanol
extract is removed from the test tube and added to 5 mL
reagent water and surrogate (if required) in a 5 mL syringe.
In no case will greater than 100 uL of methanol be used.
For highly contaminated soils the extract may require
additional dilution. If less than 2 uL (a 10 uL syringe) of
extract is required to bring VOCs into instrument calibration
range, than the extract will be diluted and a volume of 2 uL,
or greater, will be used to the reagent water. The reagent
water and methanol extract is then analyzed according to
procedures for water samples outlined in Section 3.1.
W0089145.080
6943-01
9
TARGET COMPOUND
CONCENTRATIONS
CALCULATIONS: The concentration of target compounds detected in samples
will be calculated using either point to point comparison to
the initial calibration curve, or by linear regression (if the RF
is <30%).
FIELD
DOCUMENTATION
A log of all chromatography runs will be recorded in a bound
PROCEDURES:
notebook with sequential numbered pages. A separate
logbook will be maintained for each gas chromatograph
instrument used in the field. The logbook will record the
concentrations for all calibrations standards injected, sample
run number, sample ID, date, standard preparation code,
sample volume and /or weight, and any additional
information particular to the injection. In addition, when
sample data is to be transferred to a PC the integrator entry
format outlined in Attachment B will be followed.
Individual sections in each instrument logbook will be
designated for recording information on standard
preparation, instrument maintenance, instrument operating
conditions, and sample percent moisture results.
Raw data will be organized by instrument and date of
analysis in files on site. After conclusion of the field effort,
data will be transferred to storage at Jordan. Raw data
includes chromatograms and calibrations records from all
standard, blank, and sample analyses used in the field
program.
QUALITY
CONTROL
PROCEDURES:
The following procedure will be implemented by the field
chemist to insure standardization of the operating procedures.
1.
W0089145.080
All appropriate standards will be preserved by storing
them in a refrigerator or cooler.
6943-01
10
2.
Calibration: If a continuing calibration standard does
not meet requirements outlined in Section 3.2, then a
second standard will be analyzed. If the second
standard does not meet requirements, a new initial
calibration will be required.
3.
The field chemist will review each sample analysis
chromatogram before analyzing the next sample. If
used, surrogate recoveries are calculated, surrogate
and target compound retention times are compared to
calibration standards and carryover potential is
evaluated.
4.
Surrogate Review (project specific): surrogate
recoveries will be entered into the logbook after each
analysis. The field chemist will evaluate surrogate
retention times. Samples with surrogate recovering
<30% will be reanalyzed to confirm matrix
interference.
5.
Matrix Spikes Analyses: Matrix spike quality control
samples may be required on a project specific basis.
Matrix spikes are field samples to which target
compounds at the mid-calibration range have been
added. Target compound percent recoveries will be
recorded.
6.
Carryover target and non-target analytes: cleaning
blanks will be analyzed after samples containing high
concentrations of target of non-target compound until,
in the judgement of the field analyst, carryover will not
impact subsequent analytical runs.
QC
REQUIREMENTS: Table I gives a brief description of the DQOs generally
associated with field GC screening and the quality control
procedures required for each. Specific DQOs and QC
procedures are presented in sampling and design plans and
may posses subtle differences from those presented here.
W0089145.080
11
6943-01
DATA REVIEW
AND
DELIVERABLES:
Data from all samples analyses and relevant calibration and
blank analyses will be documented in the project GC run
logbook. A quality control summary may be generated at the
completion of the project. The quality control summary will
include an evaluation of the field screening data. The
summary will include an evaluation of some or all of the
following parameters: initial calibrations, continuing
calibrations, closing calibrations,surrogate recoveries, matrix
spikes,matrix spikes duplicates, method blanks, dilutions,
reanalyses, retention times, and raw data.
W0089145.080
12
6943-01
REFERENCES
Clay, P.F., and T.M. Spittler, Ph.D. 'The Use of Portable Instruments in Hazardous
Waste Site Characterizations"; Proceedings of the National Conference on
Management of Uncontrolled Hazardous Waste Sites, Silver Springs, MD.
U.S. Environmental Protection Agency. 1986. 'Test Methods for
Evaluation Solid
Waste, Physical/Chemical Methods:; SW-846; Office of Solids Waste and
Emergency Response; Washington, D.C.
U.S. Environmental Protection Agency, 1987. "A Compendium of Superfund Field
Operations Methods"; Office of Emergency and Remedial Response; Washington
DC.
U.S. Environmental Protection Agency, 1988. "Field Screening Methods Catalog User's
Guide"; Office of Emergency and Remedial Response; Washington, DC.
U.S.Environmental Protection Agency, 1988. USEPA Contract Laboratory Program
Statement of Work for Organic Analyses.
W0089145.080
694341
13
ATTACHMENT A
FIELD CHEMISTRY
ISIS CODED FOR QUALITY CONTROL SAMPLES
ISIS CODES. Field Chemistry has developed ISIS codes for quality control
samples (e.g., calibration standards, blanks, check standards, etc.). The standard
format will facilitate the evaluation of field data. This will be essential when the
data are either electronically stored in a data abase or compiled in a hare copy
format. The use of ISIS codes applies to all aspects of Field Chemistry (i.e., gas
chromatography, infrared spectroscopy, total solids, etc.)
ISISXXXXXXXXXX (fourteen digit code)
ISIS,
1 2 3 4 5 6 7 8 9 10 11 12 13 14
Positions #1 and #2 contain the quality control standard identifier.
MB - Method Blank
CB - Cleaning Blank
1S - Initial standard, 1st calibration level
2S - Initial standard, 2nd calibration level
3S - Initial standard, 3rd calibration level
IC - Independent check standard
CC - Continuing check standard
CS - Closing check standard
OT - Other
Positions #3 and #4 contain the analysis identifier.
EL - Elements, analyzed by AA or X-RAY
fluorescence
HD - Hydrocarbons, analyzed by GCFID
HP - HPLC, undefined analysis
PA - PAHs, analyzed by UV spectroscopy
PB - PCBs, analyzed by GC
PH - PHCs, analyzed by IR spectroscopy
PT - Pesticides, analyzed by GC
SV - Semivolatiles, analyzed by GC
VA - Volatile aromatics, analyzed by GC
VC - Volatile chlorinated,analyzed by GC
VT - Total volatiles, analyzed by GC
W0089145.080
6943-01
14
OT - Other
Positions #5 through #10 contain the date (e.g., 050991)
Positions #11 and #12 contain the detector type.
AA - Atomic adsorption detector
ED - ECD, (Ni 63) detector
FD - FID, Flame ionization detector
IR - IR, detector
HD - ELCD, Hall Cell detector
NP - NPD, Nitrogen/Phosphorous detector
PD - PID, Photoionization detector
UV - UV, fluorescence detector
XR - X-RAY, Fluorescence detector
MS - Mass spectrometer
Positions #13 contains QC and miscellaneous information
M - Matrix spike
D - Matrix spike duplicate
V - Soil gas (vapor)
F - Field duplicate
Positions #14 contains the letter F to indicate field screening analysis.
W0089145.080
6943-01
15
ATTACHMENT B
FIELD CHEMISTRY
HP 3396 INTEGRATOR ENTRY STANDARDIZATION
INTEGRATOR ENTRY. The HP 3396 integrator allows the entry of 42
characters in the title format under OP #4 (option #4, replace title, Y). The
following format has been devised to standardize the information included in the
title. This format must be followed when data is to be electronically transferred
to a separate data storage system (i.e., personal computer). It is recommended
that this format be used either in part or in its entirety for all data that is
acquired by the HP 3396 integrator.
Examples:
ISISXXXXXXXXXX S A:4.53 G:A I:A D:1
ISISXXXXXXXXXX W A:5.00 G:B I:B D:1
ISISXXXXXXXXXX M A:MEDL G:A I:A D:125
ISISXXXXXXXXXX 0 A:4.97 G:A I:C D:1
Positions #1 through #14 contain the appropriate ISIS code.
Position #15 is blank.
Position #16 contains the matrix identifier, only one may be entered.
S - Soil, W - Water, M - Medium level soil, 0 - organic phase
Position #17 is blank.
Position #18 and #19 contain the amount indicator, A:.
Positions #20 through #23 contain the amount of sample analyzed, (e.g., 4.97).
Soil and organic solvents amounts are always entered in grams (g); Water
sample volumes are always entered in milliliters (mL), note: 200 pL is
entered as 0.020 mL.
Position #24 is blank.
6943-01
W0089145.080
16
Positions #25 and #26 contain the gas chromatograph (GC) indicator, G:.
Position #27 contains the GC identifer (e.g, A, B, C,
. ...
Position #28 is blank.
Position #29 and #30 contain the integrator indicator, I:.
Position #31 contains the integrator identifier (e.g., A, B, C,
. ...
Position #32 is blank.
Positions #33 and #34 contain the dilution factor indicator, D:.
Positions #35 through #42 contains the dilution factor (i.e., 125)
The dilution factor does not include cases where less thn 5 g of soil rae used
(i.e., in volatile analysis). This dilution will be taken into account from the
soil amount in positions #20 through #23. The same rule aplies when less
than 5 mL of water are used (i.e., if 2 mL of sample were added to 3 mL of
water for a final volume of 5 mL the dilution factor is entered as I in
position #35).
FD - FID, Flame ionization detector
IR - IR, detector
HD - ELCD, Hall Cell detector
NP - NPD, Nitrogen/Phosphorous detector
PD - PID, Photoionization detector
UV - UV, fluorescence detector
XR - X-RAY, Fluorescence detector
MS - Mass spectrometer
Positions #13 contains QC and miscellaneous information
M - Matrix spike
D - Matrix spike duplicate
V - Soil gas (vapor)
F - Field duplicate
Positions #14 contains the letter F to indicate field screening analysis.
W0089145.080
6943-01
17
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12.17
SATURATED UUID DENSITY
1218
LIQUID HEAT CAPACITY
Ternperature
(degrees F)
Pounds per Cubic
toot
Temperature
(degrees F)
-50
-40
-30
-20
-10
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
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100.200
99.549
98.910
98.259
97.610
96.950
96.299
95.639
94.980
94.320
93.650
92.990
92.320
91.650
90.980
90.309
89.629
88.950
88.270
0
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20
30
40
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100
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120
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140
12.21
SOLUBILITY IN WATER
Temperature
(degrees F)
77.02
Pounds per 100
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.800
British thermal unit
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12.19
LIQUID THERMAL CONDUCTIVITY
Temperature
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-70
-60
-50
-40
-30
-20
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0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
British thermal
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12.23
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Temperature
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Temerature
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-30
-20
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10
20
30
40
50
60
70
80
90
100
110
120
150
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1.462
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2.505
3.229
4.124
5.220
6.551
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0
10
20
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40
50
60
70
80
90
100
110
120
130
140
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.656
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12.22
SATURATED VAPOR PRESSURE
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12.20
UQUID VISCOSITY
12.24
IDEAL GAS HEAT CAPACITY
Pounds per cubic
fool
Temperature
(degrees F)
50
60
70
80
90
100
110
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25
50
75
100
125
150
175
200
225
250
275
300
325
350
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425
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tYt'flsrt 5im-le
7.3 tbly
A slsa.ng
so..n
KAC~iVn?
we.'r:
-i CGen'
w
wa.rea
Pi.mnnera
ne~n
p....-w nitt
usd
Non-Te
r- P
w@mamir,
7A
?.'
-.
,na~e
7-E
nAsny
4rg
a
- ..-.
-wml
D-i no
12. PHYSICAL
PSQPERmIE
ANDCHEMICAL
1i1l
aWater
Pollution
A
.
-
Near
I WATER
POLLUTON
7. LABEL
TODSC=ARCE
L RESPONSE
Mae,.sa MansA)
2.1 C
sW eaa.
M
Lana
asgr:
I ADsss eI,: Da - amni
-asa
A.1 was-kr us~arat- -loge oyge La
-nee
Dela r-
Nomiuel
ne
and geQy te.Ay
Desn0
-aoem -aaet
-ae -ai
I
it:
MSeamcis WDI, DID
n23 eDaDig
Past at I .. W-F - Go- - 2Mrs
ans 1Ir
- eS'C - 221M
i4
FIng
Poit
S-m .- F - -1"C - 12i
.Wz: -5rF - -50- - 2r
srnur
Its CrmaslTep.u=na
"""
"'''***'''""""''""
-
11S
IV7
C-M
.-
SPIanI
GrIl
1i'
Umidne
I.Yu
W.ge M
UM
2.8 on
24 prs/irn - 0.02 N/n at 20'
CARACTESTCS
4. OSENVABLE
DESIGNATIONS
CHEMICAL
W,
Cr
&i
30
in0/Ulii
323 NSo
MI-,
Coe4nm -aa
DOalgWOne
ss
O-oCI'mC.
3I/1150
L1
£0
Csmiaglys.
00
Ger caEsiureat
5±12
DID 540
AD t&D M~y
13r
12.12-i
-
com
-e
LA
ASsDDZ,
e
an
siU1aSed
m
IAs
Tliay
L7
Las
ve
LA
IP-mg
-mpsm
-
n
m
-
1i0ena
smasa
Ex
m
waa
c-se
-
Ponsn
Grin
bl-
na
± aa L. - 770 mig/kg
-a in s asy n5 ms.'se
- r a.
- awe
-
-
cs.-
n-ma.
-aaee -
.5r
1S.V
flusas mpaa irw'C
e y W.-S
a an.alyint=Erfg.tp-,
b..a
sa.
e me-20aa
- -atve
- S. JNCESI10r -r p wil sng
lo.) hrnast cre
wrem- cn'-
A,
D
LID Oser T
Lt1 I 4v
9.1-ma-
-
by inauer
Tesr:
Nt
tasso
itl
2. SMIPPNCINFDRMATION
-
-
eer
-
d"/an
0,
-
? N/m
1110 RasGs= .50ssaetweny:3.3
%-~oL
saynse md
enL
g-
in
&smSy
can4CL
l
A
h e In;
-r
it1'
Aer Psy Carmaml
A
'IE
-
TDD
r
N
Yes..' Pe.s.-wa
r
12=5
I=
1122
n
er
Virtmr
et
SBdb
-
72fle
-dM870
Comu5.s
Oe"ses
'Sl
-
StBad
-
"
-U
-ts Of 'dea
-em - semnm Nt -ereon-f
-s -o san.
-es -r P..yert
Miniwng valu O-t ram.miin
nees=
-a -a sadaus
-el vapor
mar-
ene
p .,
-m
m
al
on
oA ro
4.000 9
ne
L
LIl
s.I2
SaomuefC
tsanan
Pires
A
MIE MAA~MSMDDIDDA~
10 PMst Rae On
-e -o asflnt
ss
JUNE 1925
0' 20',
1,2-DICHLOROETHYLENE
DEL
12.17
SATURATED UQUID DENSITY
Temperat
(degrees F)
Pounds per cubic
foot
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
81.020
80.820
80.610
SO.400
80.190
79.980
79.780
79.570
79.360
79.150
78.940
78.740
78.530
78.320
78.110
77.900
77.690
77.490
77.280
77.070
76.860
76.650
12.21
SOLUBIL7Y IN WATER
Temperacure
(degrees F)
68
Pounds per 100
Ipounds of water
.630
12.18
UQUID HEAT CAPACITY
I
Temperature
(degrees F)
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
I
Britsh thermui unit
per pound-F
.193
.196
.198
.200
202
.204
.207
.209
.211
.213
.216
.218
.220
.222
.224
227
.229
.231
233
.236
.238
.240
12.19
LUDUID THERMAL CONDUCTIVITY
Temperature
(degrees F)
65
70
75
80
85
90
95
100
105
110
115
120
125
130
12.20
UQUID VISCOSITY
British thema
Temperture,
(degrees
cers F))
.907
.894
.862
.869
.857
.844
.832
.819
.807
.794
.782
.769
.757
.744
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
rloot-F
hotr
~uft4h~~squae
1222
SATURATED VAPOR PRESSURE
12.23
SATURATED VAPOR DENSITY
Tempertr
(degrees F)
Temperature
(degrees F)
Pounds per cubic
foot
Temperature
(degrees F)
55
60
65
70
75
80
85
90
95
100
105
110
115
.05284
.05906
.06587
.07330
.08141
.09023
.09980
.11020
.12140
.13360
.14660
.16070
.17590
.19220
.20960
22830
24820
.26960
0
20
40
s0
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440
55
60
65
70
75
p
85
90
95
100
105
110
115
120
125
130
135
140
Pounds per square
nch
3.009
3.396
3.824
4.297
4.817
5.389
6.016
6.702
7.453
8.272
9.164
10.130
11.190
12.330
13.560
14.900
16.340
17.890
120
125
130
135
140
.478
.454
.432
.411
.393
.376
.360
.345
.331
.319
.307
.296
.286
.276
.267
.259
.251
.244
12.24
IDEAL GAS-HEAT CAPACITY
British thermal unit
per pound-F
.150
.153
.156
.159
.162
.165
.167
.170
.173
.176
.179
.182
.185
.188
.191
.194
.197
200
.203
.205
208
211
214
)
BENZENE
Coms..
W
syranyme
..
A.e
Comonegs
.
Ga
BNZ
L FIREHAZARDS
'
CODE
ASSESSMENT
I, HAZARD
a.1,
AnaW
e
awtn.tltaig
eAs
W
va0or
La n-nmms.Le~t -iie
aOmc
£5
A.T4JyV.W
ai.3%.7.9%
ten
4.4
-re
Ae cotnjc1.a -
Sm.ooano
Stayeo-s
late
ar
we
-a Saom
ERNNng A,
Wal, nay
aefnaei"
.4
MOM-.
IL
Jeat
aw.
eones'esan
S.
Macly
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s.I-eenrt .aatnoe .calA
t ino gotrcana eav
a. estserene.
we.er
'k
er la IFn~~
t'-knacsaswn
east
use
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foc
tan
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r
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5.7
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oor
grted
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ne"
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iS
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CONSCIOUS.na...
ARMAL TO ACUATIC LIPE IN VERY
Water
"""*' """qm e"'"*
erhai,
r a -FFnt
Nasrv c
Pollution
waler
Wasaic
Meinaes
access9
2.1
Man.e)
-o3
OF CIe...........2
5.4
accno.
..........0
NA HIONI Comeller
Ctam
camPne
hleainaaru~.. ....
FIm.ne (nl.1
.
I.
eal seI .
ailmy
2
0
ryaIPs...
.
-M
. enI F
Pauty atan avane
7.' fleacitty Grausc 32
7.7
ten enmwerer
12. PHYSICAL
ANDCHEMICAL
PROPERTIES
IL1
flycat
Stateat15-C- Ine
LOWCOCENTRATION
'" I .
122
M....,,.wemqimn
a.n
134 penng
1L.
nmesona
3a
Reag
scaaty.i.
ace-ly
I LABEL
L RESPONSE
To DISCiARGE
(sea
at
HmanFI Tomel
........
......
3
AFabc TOm'Cty........
.
ASSmmac
Et...............
3
7.5
'A
cm,,g .
FeaN,-
SWALL.OWC and ,ctn
Flam
NFyg
7.1 A. cgyg
RAtty
elnm Cammon Meral NO
72
.3
7-s Stabiliy 0..reig Traantei sianit
7.4 NeuwrNMI Agtents c e
tiouto
.
.
7. CHMICALREACTIVITY
--
Al... a..
Siaeigmane DR&M Ra
Tm..rntn Oats -e Avilsana
n
-
.s neacaan. a
r NsSmYl,
- Roo..
Wr
"rF
It taaIrhng nSa Sscplcd, 9VaarbhaaJ resprason.
I1 treoWlng S onttt 9fl
ay&-
'gf
1--an.
vapor saIn .
N-en
FORMEDICALAIV
IF IN EYES.
AFFINY-1
Tl.anataccu
Catewy
-
VAANN
Exposure
.....
tenIe aI. owl.ctre0
4r.
L-t2
1hlena.
....
l
AbOoc he.tyeaa
L1
CALL
. e.
er-
ne
ae LOsn
0a
La
enclotadwn.
an
Wta
Rgninen T
baa
alaVSgi. Ya.amnst o
.7
ne
ca
Var a hn
e a.ndal
CLiASSIFCATIONS
HAZARD
S WATER
POLLUTION
CaSegmywSaanwale
kss
LI
~.~aa
Aquee Tany:
5 pond /m
I2.
etnwoc-1ImaSs..4e
1±5
Post at I ali
'I, . bC . 3-.3F
Fr.n PoeI:
- I 5'C-27.'
ato-
atjlree -a$
Nm
7t0rp 'raaanr
ItS
pow/24 Ir/ImaisnTL./tto wer
Li Weesrelw Taxiany: Dat -a a.aae
L3
Cllgsa Ouygn Delmand moo0t:
-
Cnhale Temprar
55'F - mrC - 562.l
Cmficlbl oPresturc
---
20
I CHEMICAL
DESIGNATIOMS
2.1
Co
L4
3J1
Cembty
Oclnrmnc
,Oocarn
Penis Ca.
Of/UNOeynagrc
4. OSSERVABLE
CHARACTIRISTICS
L.I Ptlyala
4.aC
4.3
2.211
Stat.
ca
LI
Food
Cai
Concaritraomn
Noatend:
tiC
claaa
erac
nra-ei.eagr
1.4COT N In I tO
L
CARaNy Ma.:
3.2
LJ
c.:IaVmaed
a,
cttg
alt wasa
5.
mgas.;
EYES: Natn -. mpanty o eate. wia latan
Cal a pnyfhe. IF breagng a iegmlar or
La
LI
idr v
ivensd
. N-e
a
hat Te1m mnneiat
anga-er
fe==
LMns 75 LFoc 30
SHIPPING
IfFORMATlONR
3.1Grades er
1"esl'a
-*
itcoe-n
N/cm Ia
T
.-.
inusalg%
g~a
g.3
Sa0-. %
..
AInnawe
No
.
122
a
a
Oem
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en
tl
Camoe rmmann
may
I
at rc
J/EQ
MeAte-
soaOIer
t
NoTES
RamStacr
Prltatir
-
N-
HACOeraa'e 3045
Va
Oats
t2USIMslng
.f9a%
Raqemw
scoa.e tepeanre:
iner
52.i!
s.S Verong: ,aren-.aa.
Teomcsty by
Gres 3; L~at.
50
50eg/he
5.7 Late Toery
Ltsumrs
LA
vene
inamlat OChaciae mi oremei .'1 ragn concnsmfnna vawr
or eyas er restray
Wes.' the erreclt a mpoay.
L5 6waS er salSa l,tm Charta..Demnnu
Inzar. 1aNied an emameg and an
raes,
ma case~n
senea rconerwrg or me gs.
L to OS., aThseIa 68 ceal
Il1 aot.. yalue: 2.000 Wm
C
r
-ater0-ensele
lil
112I
--...
Narfla
n,
1NM4ALATION:ml mmoetm@emoasfene.
L?
.029P9
35.0
avnevtc. - 0135 N/my
12.13MaIte Cmuenotr-174e 1s
- -9695 eate - -LC. 0 l
nartnaa Prtactve
Eeulqment Ma&.cea~n
vadr
cant.e.
mae
-r er a roes
Pf~tf~fO&
n.
N OlalbO cwrvu elaela
gogle
er
ac. gnn tntitlyaccertun.,oaS. amen *4'1 as naew.swnn
FPSOWnn tin
Odzaa e.oamni.
-. ar Ionoed by wugin msnna
EaNlImn
en
cninen.
Coma
Tr..o.ent
er Exposur
Sm Inun Ann eatsr lSmepavby 10 andoweta: remv
nn.
l
21. opnes,cm ntaia
3.545 x0'
73.2
5. HEALTH
HAZARDS
LI
LA WN
I
ILIt Ver l0asI sIeeme
O.eroy: 2
Itil aFFeIN seerne NFFta er Vapor (Gast
I SI
MI 1FIR.1.
Il2 LmrtMeat of VaenS
I
iss Aiba - se i aug .
aiwpst L.ads
A1man retar
Li
IXJ
bone
Colones
Sr:
Oder:
ail
surFcNe
T
1I
-wrr
chug
eotatm
322
inua
0t J/kg
aw-.
BENZENE
BNZ
12.17
SATURATED UQUID DENSITY
12.18
UCUID HEAT CAPACITY
Temperaun
(degrees F)
Pounds per cucfoot
Temperature
(degrees F)
British th Temperatur
pr pound-F
Temperature
(degrees F)
55
60
65
70
75
80
85
90
95
100
105
110
115
120
55.330
55.140
54.960
54.770
54.580
54.400
54.210
54.030
53.840
53.660
53.470
53.290
53.100
52.920
45
50
55
60
65
70
75
80
85
90
95
100
.394
.396
.398
.400
.403
.405
.407
.409
.411
.414
.416
.418
75
80
85
90
95
100
105
110
115
120
125
130
135
140
.988
.981
.975
.969
.962
.956
.950
.944
.937
.931
.925
.919
.912
.906
125
52.730
145
.900
130
135
140
145
150
155
160
165
170
175
52.540
52.360
52.170
51.990
-51.800
51.620
51.430
51.250
51.060
50.870
150
155
160
165
170
.893
.887
.881
.875
.868
12.21
SOLUBIUTY IN WATER
Temperature
(degrees F)
77.C2
Pounds per 100
pounds of water
.180
-
12.22
SATURATED VAPOR PRESSURE
Temperature
(degrees F)
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
1Pounds per sutare
inch
.881
1.171
1.535
1.989
2.547
3.227
4.049
5.033
6.201
7.577
9.187
11.060
13.220
15.700
18.520
21.740
25.360
12.20
UQUID VISCOSITY
12.19
UOUID THERMAL CONDUCTIVITY
unitch
hur.
r
12.23
SATURATED VAPOR DENSITY
Temperature
(degrees F)
Centipise
SS
60
65
70
75
80
85
90
95
100
105
110
115
120
.724
.693
.665
.638
.612
.588
.566
.544
.524
.505
.487
.470
.453
.438
-
12.24
IDEAL GAS HEAT CAPACITY
Temperature
(degrees F)
Pounds per cubic
toot
Temperature
(degrees F)
British thermal unit
per pound-F
50
60
70
80
90
100
110
120
130
140
150
10
170
180
190
200
210
.01258
.01639
.02109
.02681
.03371
.04196
.05172
.06317
.07652
.09194
.10960
.12980
.15270
.17850
.20750
.23970
.27560
0
25
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
425
450
.204
.219
.234
.248
.261
.275
.288
.301
.313
.325
.337
.349
.360
.371
.381
.392
.402
.412
.421
475
.431
500
.440
525
.449
550
575
600
.457
.465
.474
.2
ETHYLBENZENE
ETB
I
-
5m -
-syoyis LaM
wet
CoOrn
-anne
-~ anS-
s
mawQ
fi
-
-em-e
L
MassP-
. .
Pmmn
LJ
ar~et
A.
weg
wowco1e -e -aa anw n Kes snce
naa.=onts meUng aparaIes.
gagn-
enasle.
-aeag
St
Star
wee
an
usirn
sel
14
w.
ntwe @'e000ne
-r
6.5
.
Worv
-nopon
C
'
-eo
q*
iny
wear
-M-WAnost
I(s Moirt Asn
-f Cornmmun
Mad
11.2
ea
brasnene
fl..raha
gag9m. .en.conee
a cbn
Sea-er -i -r vpo - liese
gPs Wain af 9eo -u -ea
U
aras
TiAS ae'an
ae
-e
anit
=-
3
.
mS
a~c~y~ . am
wedesi...meea,. al.a.
re
-
A-.
s
agnan.
ncoro
Li
~
tq. caow oIn
-r
Enenl.ye
vapr.
own
knoc
-y
1l HAZARD
ASSESSMENT
CODE
FINENAZA9tS
5-F O.C g- CC.
LhiV . AM 1.0t.47%
a
arnune
4.4
oaatw.e
lces.
ntMmr
E-"ea
U 5,9
n
t So
C
Irmarn'.._____ 2
So..a innt
2
vwss
Loso or
suma
Not
2
tflit
Av
we.-r Paluon
*amnae Toacy
7.
VAAPm
7.2
*weirian-i
alntr -n
Cbnemaaed
DO
No
Sian.
-
oMM A
fMlel
4s1Un MonU
2
-er
?A
s-es
Wae-
ea
aylsspennd Maun -r pnsmy
tIS. reOT INU
- flam 5 CO
IF SwALLOwEO
IF IN EYES.ac
tnnsp.t
Aosor
Cnhabuer
erPiMar
74
Removs
ag
.ilay
7.4
.-rn.e2
Noman
asnn Cann.n Saeti
nessny
74
2
CHEMICAL
RfACMVlTT
actany wNi W...s,
7.I
iese~ Ceye.a Ia -m tet.t
* nnewed.
sma. aznii
0 diflt
trqa.
CALL
C -s
-ED
No
ron*Wi
* W*iUW'Oulikens osel giv *larini
F aeUng S am051. - olygn-
3
Eflac
ineta
no.
eae.
Ca wein
naf
(neetnct
Fredut
NOT INOWCEVOMITING.
Date Not Asesble
l PHYSICAL
ANDCHEMICAL
PROPRIES
L1
Fbyma
May
-s
-an -u
aertr
Noary
a emer 5Wer
a
ono.
al
N-li
or
neartv
1
Ii
co
34
3.3
P.ersl
-ie
3
AlitUll
ILI
25
CAS
s2
b
L-2
T,
LA
as
5-s
MAmmne
4.2
-
Ceer
MAgsey
.9
10
pagea
11
22
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M
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JUNE 1985
ETHYLBENZENE
ETS
12.17
SATURATED UCUID DENSITY
Temperastu
(degrees F)
40
50
60
70
80
90
100
110
120
130
140
50
160
170
180
190
200
210
Pounds pr cubic
toot
54.990
54.680
54.370
54.060
53.750
53.430
53.120
52810
52.500
62.190
51.870
51.560
51.250
60.940
50.620
50.310
50.000
49.690
12.21
SOLUBILITY IN WATER
Temperatre
(degrees F)
66.02
Pounds per 100
pounds of water
.020
12.18
UCUID HEAT CAPACITY
12.19
UOUID THERMAL CONDUCTIVITY
Tempemture
(degrees F)
British thermal unit
per pound-F
pm
Temoeratre
(degrees F)
Bftsh theTeum
un-inch
saws toot-F
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
.402
.404
.407
.409
.412
.414
.417
.419
.421
.424
.426
.429
.431
.434
.436
.439
.441
.443
-90
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
1.065
1.056
1.047
1.037
1.028
1.018
1.009
1.000
.990
.981
.971
.962
.953
.943
.934
.924
.915
.906
.896
.887
.877
.868
.859
.849
.840
.830
12.22
SATURATED VAPOR PRESSURE
Temperature
(degrees F)
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
Pounds per squars
inch
202
.370
.644
1.071
1.713
2.643
3.953
5.747
8.147
11290
15.320
20.410
26.730
34.460
43.800
54.950
-
12.20
UQUID VISCOSITY
(degrees F)
40
50
80
70
80
90
100
110
120
130
140
150
160
170
ISO
190
200
210
Centpoise
.835
.774
.719
.670
.626
.586
.550
.518
.498
.461
.436
.414
.393
.374
.358
.340
.325
.311
12
SATURATED VAPOR DENSITY
12.24
IDEAL GAS HEAT CAPACITY
Temoerature
(degrees F)
Pounds per cubic
toot
Temperate
(degrees F)
so
100
120
140
160
180
200
220
240
250
280
300
320
340
360
380
.00370
.0054
.01099
.01767
.02734
.04087
.05926
.08363
.11520
.15510
.20490
.26570
.33910
.42620
.52850
.64720
-400
-350
-300
-250
-200
-150
-100
-50
Bitish thermal unit
per pound-F
0
50
100
150
200
250
300
350
-007
.026
.060
.093
.125
.157
.187
.217
.246
.274
.301
.327
.353
.377
.401
.424
400
.446
450
500
550
600
.467
.487
.507
.525
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TETRACHLOROETHYLENE
TrE
12.17
SATURATED LIQUID DENSITY
12.18
LIQUID HEAT CAPACITY
Temperure
(degrees F)
Pounds per cubic
toot
Temperature
(degrees F)
British thermal unit
per pound-F
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
145
150
155
160
103.400
103.099
102.900
102.599
102.299
102.000
101.700
101.400
101.099
100.799
100.500
100.200
99.910
99.610
99.320
99.020
98.730
98.429
98.139
97.839
0
10
20
30
40
so
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
.198
.200
.201
.202
.203
.204
.205
.206
.207
.208
.210
.211
.212
.213
.214
.215
.216
.217
.218
.220
.221
.222
97.549
97.250
96.959
96.669
96.370
96.080
12.21
SOLUBILITY IN WATER
Temperatre
(degrees =)
68.C2
Pounds per 100
pounds of water
.016
12.22
SATURATED VAPOR PRESSURE
12.19
LiQUID THERMAL CONDUCTIVITY
Temperature
(degrees F)er
Btich mrr-a
-r
N
0
T
P
E
R
T
1
N
E
N
T
12.23
SATURATED VAPOR DENSITY
12.20
LIQUID VISCOSITY
Temperate
(degrees F)
Centpois
.958
.929
.900
.873
.848
.823
.800
.777
.756
.736
.716
.698
.680
.663
.647
.631
.616
.601
.588
.574
.561
.549
.537
.526
.515
ss
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
145
150
155
160
165
170
175
12.24
IDEAL GAS HEAT CAPACITY
British thermal unit
per pound-
inch
Temperature
(degrees F)
Pounds per cubic
toot
Temperature
(degrees F)
60
70
80
90
100
110
120
130
.236
.318
.425
.561
.732
.948
1.217
1.548
60
70
80
90
100
110
120
130
.00702
.00929
.01216
.01575
.02022
.02571
.03242
.04055
0
25
50
75
100
125
150
175
.108
.110
.113
.116
.118
.120
.122
.125
140
1.953
140
.05032
200
.127
150
180
170
180
190
200
210
220
230
240
250
280
270
280
2.446
3.042
3.756
150
160
170
.06199
.07583
.09215
225
250
275
.129
.131
.132
180
.11130
300
.134
190
200
210
220
230 .
240
250
260
270
280
.13360
.15940
.18910
.22330
.26230
.30660
.35680
.41330
.47680
.54790
325
350
375
400
425
450
475
500
525
550
575
600
.136
.138
.139
.141
.142
.143
.144
.14
.147
.148
.148
Pounds per square
Temperature
(degrees F)
4.607
1
1
I
|
5.616
6.805
8.199
9.824
11.710
13.890
16.390
19.260
22.520
26.230
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POIUON
hi Amogs Teampi
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U
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-euwQgFgnflammaut,
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3
PHYSICAL
mADCHEMICAL
PRPElES
MtyI
.
FL.
(ein
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aStl
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s.a
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JUNE 1925
TOLUENE
TOL
12.17
SATURATED UQUID DENSITY
Tempeatur
(degr e F)
Pounds per cubic
foot
12.18
LIQUID HEAT CAPACITY
Temperature
(degrees F
____l___
-30
-20
-10
0
10
20
30
40
50
60
70
80
90
100
110
120
57.180
56.870
56.550
56240
55.930
55.620
55.310
54.990
54.680
54.370
54.060
53.750
53.430
53.120
52.810
52500
12.21
SOLUBIUTY IN WATER
Temperature
(degrees F)
61.02
Pounds pmr 100
pounds of water
.050
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
s0
85
90
95
100
105
110
115
120
125
British thermal unit
per pound-F
Fsquare
.396
.397
.399
.400
.402
.403
.404
.406
.407
.409
.410
.411
.413
.414
.415
.417
.418
.420
.421
.422
.424
.425
.427
.428
.429
.431
12.22
SATURATED VAPOR PRESSURE
Temperature
(degrees F)
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
Pounds per square
inch
.038
.057
.084
.121
.172
.241
.331
.449
.600
.792
1.033
1.332
1.700
2.148
2.690
3.338
4.109
5.018
6.083
7.323
8.758
10.410
12.19
LQUID THERMAL CONDUCTIVITY
Temperature
(degrees
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
12.20
LIOUID VISCOSITY
British thermal
e hor.
unitfh
I_______
Temperature
e
re
F
foot-F
1.026
1.015
1.005
.994
.983
.972
.962
.951
.940
.929
.919
.908
.897
.886
.876
.865
.854
.843
.833
.822
.811
.800
12.23
SATURATED VAPOR DENSITY
-
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
cnoise
1.024
.978
.935
.894
.857
.821
.788
.757
.727
.700
.673
.649
.625
.603
.582
.562
.544
.526
.509
.493
.477
12.24
IDEAL GAS HEAT CAPACITY
Tempemrtune
(degrees F)
Pounds per cubic
foot
Temperatur
(degrees F)
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
.00070
.00103
.00150
.00212
.00296
.00405
.00547
.00727
.00954
.01237
.01584
.02007
.02518
.03127
.03850
.04700
.05691
.06840
.08162
.09675
.11400
.13340
0
25
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
British thermal unit
per pound.F
.228
.241
.255
.268
.281
.294
.306
.319
.331
.343
.355
.357
.378
.389
.400
.411
.422
.432
.443
.453
.462
.472
.482
.491
.500
TRICHLOROETHYLENE
TCL
I. HAZARD
AssESSMENT
CODE
. FIRE
NAZADS
-Piatn:s-p C.C avn,
LI
12
-"wsi~n
eeee
.en-
.
A.X-y
1.,4
LA
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t
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IL KAZAADCtASSII1CAlTIONS
5as
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Temeraenn
OsDot eisliMe
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Anssai
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2
L. CNEMUCLNEACTIVTT
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AN ENICAL
PPERTt
I1Water
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M
Pollution
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r pen
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-
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12,4
TO OILCL
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I. SMIPPINC
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er
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Lit a
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V.~rme
N
De
mmg
er EeveS 0.
TVrlsn
aeen
LI
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reme
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ng
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JUNE 1985
j
TCL
TRICHLOROETHYLENE
12.17
SATURATED LIQUID DENSITY
Temperatur
(degrees F)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
Pounds par cube
toot
94.669
94.410
94.150
93.889
93.629
93.370
93.110
92.849
92.589
92.330
92.070
91.809
91.549
91.290
91.030
90.770
90.509
90250
89.990
89.730
89.469
89.209
88.950
88.690
88.429
88.169
12.21
SOLUBILITY IN WATER
Temperature
(degrees F)
77.02
Pounds per 100
pounds of wate
.110
1218
UQUID HEAT CAPACITY
Tempeatre
(degrees F)
British themil unit
per pound-F
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
ISO
160
170
.220
.221
223
N
0
T
225
P
E
R
T
1
N
E
N
T
.225
.228
230
231
.233
.235
.236
238
.240
.241
.243
.245
.246
.248
12.22
SATURATED VAPOR PRESSURE
Temperatur
(degrees F)
12.19
LIUID THERMAL CONDUCTIVITY
Bri tiherm~ial
Temperature
UTtnc
roo)
(degrees
Pounds per square
de
12.20
UDUID VISCOSITY
Tewtr
Tdees Fni
Cr
F
-1
20
25
30
35
40
45
50
55
60
65
70
75
60
85
90
95
100
105
110
115
120
12.23
SATURATED VAPOR DENSITY
.800
.775
.750
.727
.705
.684
.664
.645
.627
.610
.593
.577
.562
.548
.534
.521
.508
.496
.485
.474
.463
.453
12.24
IDEAL GAS HEAT CAPACITY
Temperature
Pounds per Cutc
foot
Temperature
(degrees F)
British terma urt
perpounrd-F
F)
40
50
60
70
80
90
100
.508
.678
.894
1.166
1.507
1.929
2.448
40
50
60
70
80
90
100
.01245
.01628
.02105
.02695
.03418
.04296
.05354
0
25
50
75
100
125
150
.136
.139
.143
.146
.149
.1S2
.155
110
120
130
3.081
3.846
4.765
110
120
130
175
200
225
.157
.160
.162
140
.06619
.08120
.09891
150
160
5.862
7.163
8.695
140
150
160
.11960
.14380
.17180
250
275
300
.165
.167
.169
170
180
10.490
12.580
170
180
.20390
.24080
325
350
.172
.174
190
15.010
190
.28280
375
.176
200
17.810
200
.33040,
400
.177
210
21.020
210
.38420
425
'179
450
.181
475
500
525
550
575
.182
.184
.185
.186
.187
600
.188
p-XYLENE
XLP
1. NAZARD
ASSESSMENT
CODE
L. FINENAIARDS
S.
L1
.2
4A
-
LMit
Firiana
Ar.
-ir
Ls.ng.ali A-m Ft
sn.s
nmaos
Senwaar a.,
e
lxposure
News
l nea-
elige
sowea
and'CJonel
4 an
weSt m
ECAngTO
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-
Gnnt 0
ter
ory
Cye
_______
ng_
l
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2
Peai
var
L12
Reang for -
Mana
lene
411
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Iinine Temlpeane:
NN
.
HAZARD
CLASSrIFCATIONS
II,
11.1
a.s.
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n
A.T.U
-s
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t. 4.nFweryamis4ne
Cire
-m -
%
1.1'
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T
i
3
2
ny
Efno
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7. CHEMICALREACTIVITT
N
men.
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s
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Werann
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A TEI
CHit
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e
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Durin
Pfoafpereat I-
NSerin .azao (B8.0l
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-
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3
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NAITCL
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Ra-
Data
32
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1M PIHYSICAL
MID CHEMICAL
PRCPfTf1E
INVERYLOW CONENTATINS.
UFE
RMRAuTO ACLIATIC
m
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.,
L
nene W ee
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wen~ng
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De
er
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o:SCMGE
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All1 Vf
(See
12.31
Non
It,
re1
aiIscu.anWwgt 10.14
mnn
Wa ter.
Pollution
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wei-
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nr-
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2.2
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e
aa
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5. OBUEVAEI C)IMACMEIfTICS
nomsi
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In6 Any.
C-
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t-*1
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8. SAIPPINbinrmasTION
-
ase
r
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fa
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et Pury
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na
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Wet
n
Ope
(ffl
No
ILIA Hairea
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ILIA -im -r
Me6i
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itin
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na
-
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e't
S 10'
-'0la
OeeamSlei
N-
ltyteNt lFemt
27.83 caug
I.27
'1227 Ritel Wee Npaen.
aurt
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0.34pee
EYES:
meter.
tO a.'
Timefneld aia vau
art term, arraen LmnS 300~f tom Mr30lu.
LA
.Segtr rane 2. W0.... 50 t SWI9li
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LA Tsit,
L7 Lets Thsyp AC'.. a- -we -mmge
espamng o en ee al
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L4
The fnlet isn'sy.
sybecn C erwei 91 regrl confleso
.i lrn
S s o ke
,rwsfl heet
mrn i Chrwwwaso
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er
8.5 'ie
of Wonert
a risur.g
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5.4
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0.05
O.
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r
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a
dme
-
NOTES
ffm
mm
JUNE 19835
p-XYLENE
XLP
12.17
SATURATED UQUID DENSITY
Temperature
(degrees F)
60
65
70
75
80
85
90
95
100
105
110
115
120
Pounds per cubic
foot
53.970
53.830
53.690
53.550
53.410
53.270
53.140
53.000
52.860
52.720
52.580
52.440
52.300
12.21
SOLUBIUTY IN WATER
Temperature
(degrees F)
Pounds per 100
pounds of war
12.18
UQUID HEAT CAPACITY
Temperature
(degrees F)
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
British thermal unit
per pound-F
.412
.418
.424
.429
.435
.440
.446
.451
.457
.462
.468
.474
.479
.485
.490
.496
.501
.507
.512
.518
.524
.529
.535
12.22
SATURATED VAPOR PRESSURE
Temperature
(degrees F)
60
70
N
S
0
L
U
B
L
90
100
110
120
130
E
140
80
150
160
170
180
190
200
210
220
230
240
250
260
12.20
UOUID VISCOSITY
12.19
UQUID THERMAL CONDUCTIVITY
Temperature
(degrees )
60
65
70
75
80
85
90
95
100
peruBritnsh
oor-F
uar
.935
.928
.921
.914
.907
.900
.892
.885
.878
12.23
SATURATED VAPOR DENSITY
Temperature
Ctpoise
60
65
70
75
Bo
85
90
95
100
105
110
115
120
.678
.654
.631
.610
.590
.571
.552
.535
.519
.503
.488
.474
.460
-
12.24
IDEAL GAS HEAT CAPACITY
British thermal unit
per pound-F
Pounds per square
- inch
Temoeralre
(degrees F)
Pounds per cubic
foot
Temperature
(degrees F)
.096
.135
.187
.255
.343
.456
.599
.777
60
70
80
90
!00
110
120
130
.00183
.00252
.00343
.00459
.00607
.00792
.01022
.01303
0
25
50
75
100
125
150
175
.246
.259
.272
.285
.297
.309
.321
.333
.998
11
.01646
200
.345
150
160
170
16
190
200
210
220
230
240
250
25C
.02059
.02553
.03138
.03826
.04629
.05561
.06636
.07867
.09270
.10860
.12650
.14670
225
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
.357
.368
.380
.391
.402
.413
.424
.435
.445
.456
.466
.476
.486
.496
.505
.515
1.270
1.600
1.998
2.475
3.041
3.710
4.493
5.407
6.465
7.683
9.080
10.670
cST
CARBON TETRACHLORIDE
:0. PAZARD
AZ$SSIENT
CODE
4. FIREHAZARDS
6.L2
ermne'q
Terme
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01
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mesar gogg-esarie
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M2 fYSICAL
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3.1
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CHEMICAL
IESIGmAIONS
CG Camnsicey
M~a sa
4. OBSERVABLE
CHARACrERISTICS
ams
PRysim
4.1
Cine: Macqgenwrd
4.2 Coor: Can..s
4.3
t S..S wer
Fnnia:CC.
e00
2.4 OT 0 hs. 14
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HAZARDS
5.2
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Meat
12.26
s7.27
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Teeperatoe: AnoerW
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ot
30
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£10
SHIPPNINMFORMATION
-rs -r
UISP
ILI
n
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Decsacn
sacnv cr waiser:c
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Lrom.Ns
45LM
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f.sqsg
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0.27
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20-C Ih4
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12.13
LI
at
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CARBON TETRACHLORIDE
CBT
I -
12.17
SATURATED LIQUID DENSITY
12.18
LIQUID HEAT CAPACITY
Temperature
Pounds per cuic
foot
(degrees F) _____________I
________________________
35
40
45
50
55
60
'65
70
75.
80
85
90
95
100
105
110
115
120
101.700
101.400
101.099
100.700
100.400
100.099
99.750
99.410
99.080
98.740
98.410
98.070
97.730
97.389
97.059
96.719
96.379
96.040
12.21
SOLUBILITY IN WATER
-Temperature
(degrees F)
77.02
Pounds per 100
pounds of water
.080
Temperature
(degrees F)
Bribsh thermal uni
per pound-F
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
.201
203
206
.208
.210
.212
.215
.217
.219
.221
.223
-226
.228
230
.232
235
.237
.239
.241
.243
.246
248
12.22
SATURATED VAPOR PRESSURE
Temperature
(degrees F)
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
Pounds per square
inch
|
.815
1.088
1.435
1.874
2.422
3.102
3.937
4.956
6.190
7.672
9.442
11.540
14.010
16.910
20.300
24210
28.740
33.930
12.19
LiQUID THERMAL CONDUCTIVITY
Temperature
(degrees F)
_______
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
I
12.20
LIQUID VISCOSITY
Britbsh thermal
ohour"uttflh
foot-F
square per
Tm
ma
(dnresF)se
(degrees F)
.724
.715
.707
.698
.690
.682
.673
.665
.656
.648
.640
.631
.623
.615
.606
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
12.23
SATURATED VAPOR DENSITY
1.307
1.247
1.192
1.140
1.091
1.045
1.001
.961
.922
.886
.852
.820
.790
.761
.734
.708
.683
.660
.638
.617
.
.597
.578
12.24
IDEAL GAS HEAT CAPACITY
Tenoerature
(degrees F)
Pounds per cuic
Temperature
(degrees F)
Btish thermal unit
per pound-F
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
.02339
.03059
.03958
.05069
.06431
.08087
.10080
.12470
.15300
.18650
.22560
.27130
.32410
.38500
.45470
.53410
.62430
.72610
0
25
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
.123
.126
.128
.130
.132
.134
.136
.138
.139
.141
.143
toot
.144
.145
.147
.148
.149
.150
.151
.152
.152
.153
.153
.154
.154
.155
METHYL ALCOHOL
MALI
& FIRE4AZARDS
L1 PAIN" P
enwa.le
ing m~4-U
w
Co,,Ar,
C
lf
r
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10. HAZARD
ASSESSMENT
CODE
(S AVa'ann MI-lboek)
CC.: t's
O.C.
rnsso
At l%.u%
Agnr-c-m
'
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7. CHEMICAL
REACTVITTy
7.1 Pacatty w Wattr:
No remn I
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I2. PHYSICAL
ANDCHEMICAL
PROPERTIES
ICE ICA
DEIGATIONSl
to acse
Oanerousa
Ll
GonQAAA
4.i oornon
OBSERVABL CHARACTERISTICS
wcIAsiton
ci 0es needcne .
I
LAPPnn
si
LRESPONSE70 DISCAACE
Sa
m
MaoPin
(SA
-
iniqganmnely
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Etacuate as
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3.3
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I. SJIPPING
INFORMATION
412 etesa ar
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0.792at2O"C FA
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itin
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131
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HAZARD$S
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114.0
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nor use orgame cangster
gCogles runer gloves: urosCt'IO cltin
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4. OISERVABLE
CHARACTERISTCS
CO C.mpanioary Cimme Aa
glycci
Fersia: C~.OM
WlSU Desgignstr 3.2n23
007 I0 Net 123
CAS fegiay *00. 67-56-1'
ra
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122
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T.PAY.
250 vOwm rtgN/lien/*/n
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0.600 1.12 w/e . 5 d*Vs
LA FPd CCnt
-
±. CHEMICAL
DESIGNATIONS
LI
& WATER
POLLUTION
LAtEL
I mCaWgA:
2 Clm
I
)
P*Iys
1224
5f
watr SIgs
sati
ansai
SWaer
womr
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and adoaeci
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CoorT*rwnneat 10000±m
200d
yan25.000 opm
JUNE 1985
METHYL ALCOHOL
MAL
12.17
SATURATED LIQUID DENSITY
Tempernvre
(degrees F)
15
20
25
30
35
40
45
50
55
60
5
70
75
80
85
90
95
100
Pounds per cubc
toot
51.110
50.950
50.790
50.630
50.470
50.310
50.150
49.990
49.B30
49.670
49.510
49.350
49.190
49.030
48.870
48.710
48.550
48.390
12.21
SOLUBELJTY IN WATER
Temoera
(degrees =-
UQUID
Tem tr
(degrees F)
60
70
80
90
100
110120
.130
140
Temperatre
(degrees F)
M
1
S
C
1
B
L
E
20
30
40
50
60
70
80
90
100
110
120
130
1AO
150
160
170
12.19
UQUID THERMAL CONDUCTIVITY
British termal unit
perrpound-F
Tenperaure
(Bsqare
.576
.593
.611
.629
.647
.665
.682
.700
.718
65
70
75
so
85
90
95
100
105
110
115
120
125
130
12.22
SATURATED VAPOR PRESSURE
Pounds per 100
i pounds of water
12.18
HEAT CAPACITY
Pounds pm square
inch
.377
.537
.753
1.044
1.428
1.930
2.579
3.412
4.467
5.795
7.450
9.496
12.010
15.070
18.770
23.210
Bitn
12.20
LIQUID VISCOSITY
Chrmipisre
r
.
foot-F
N
0
T
1.389
1.394
1.379
1.374
1.369
1.364
1.360
1.355
1.350
1.345
1.340
1.335
1.330
1.325
12.23
SATURATED VAPOR DENSITY
P
E
R
T
N
E
N
T
12.24
IDEAL. GAS HEAT CAPACITY
Tenorature
(degrees F)
Pounds per cubic
foot
Temperature
(dagrees F)
British tem a unit
per pound-F
20
30
40
50
60
70
60
90
100
110
120
137
140
150
160
170
.00235
.00327
.00450
.00611
.00820
.01067
.01427
.01852
.02383
.03036
.03836
.04807
.05976
.07375
.09039
.11000
0
25
50
75
100
125
150
175
200
225
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
.280
.289
.299
.309
.319
.328
.33
.348
.359
.369
.379
.390
.400
.411
.422
.432
.443
.454
.466
.477
.488
.500
.511
.523
.534
MATERIAL SAF-TY DATA SMEET
4AY SE USED TO COMPLY NITH
CSHA'S HAZARC COMmUNICATiON
29 CFR 1910.1200.
STADARD
cCNSULTED FOP
SPECIFIC
U.S. GEARTMENt OF LABOR
OCCUPATIONAL SAFETY AND HEALTH
ADMINTISTRATION
(MON-MANDATORY
FORM)
STAHOARU,
MUST SE
REQUIPEMENTS.
FORM APPRCVED
083 NO.
121a-0072
IDOE4TITY (AS USED ON LAEEL AND LIST)
LIQUE-NOX
SECTI9N I
EMEc3GNCY TELEPHONE NLM BE
(212)-473-1301
TELEPHONE NUMBER FOR INFORtAATIfN:
MANUFACTURER*S NAME:
ALCOJIOX, iMC.
ADORESS:
215 PARK AVENUE SOUTH
W YORK,
NEW YORK
10003
SECTiON
II
-
HALARDOUS
THERE ARE NO
29 CFR
INGREDIENTS/I
INGREDIENTS
IN
dNTITY INFJRMATICN
LIQU1-NOX WHICH
APPEARFD
ON THc OSHA
STANDARD.
1910 SUBPART I.
SECTION III
-
PHYSICAL/CHE-:ICAL CHARACTERISTICS
BOILING PONT:
214 F
VAPOR PRESSURE (MMHG):
VAPOR DENSITY (AIR=1)
SCLUBILITY IN WATER:
APPEARANCE AND ODCRZ
SECTION
Z Z) -47 3-1300
DATE PREDARED:
JULY 1, 1987
IV -
FLASH POINT
SPECIFIC GRAVITY (H20=1):
1.075
MELTING POINT:
N.A.
EVAPORATION RATEr
NO DATA
(BUTYL ACETATZ=1)
NO DATA
NO DATA
COMPLETELY
SOLUBLE
YELLOW LIQUID
FIRE AND EXPLOSION HAZARD
(METHOD
USED):
IN ALL DROPCRTIONS
PRACTICALLY
-
ODORLESS
DATA
NONE
FLAMMABLE LIMITS:
(CLEVELAND OPEN CUP)
LEL
N.A.
UEL:
M.A.
EXTINGUISHl-NG MEDIAL
WATER,
DRY CHEMICAL, FOAM, CO2, SAMD/EARTH
SPECIAL FIRE FIGHTING PROCEDURES:
FOR FIRES INVOLVING THIS -MATERIAL DO NOT ENTER WITHOUT PROTECTIVE
EQUIPMENT AND SELF CONTAINED BREATHING APPARATUS.
UNUSUAL
FIRE AND
EXPLOSION HAZARDS:
NONE
SECTION
REACTIVITY DATA
V -
STA3IL:TY:
STABLE
CONOITIONS TC AVOID:
NoNE
INCOMP4TIBrLITY (MATERIALS TO AVDIDJ:
NYNE
HAZARDOUS DECOMPJSITION '.R EYPRODUCTS:
SCZ MAY SE RELEASED ON BURIING
HALAP.JCUS POLY"ERILATION dILL MOT CCCJR
NONE
CONDITIONS TO AVOlD:
SECTION
VI -
HEALTH HAZARD DATA
LNG=STICN-YES
SKIN-YES
RCUTES OF ENTRY± I NHALATL1N-NO
HEALTH HAZARDS (ACUTE 4ND CHRONIC):
INGESTICN MAY CAUSE CISCCMFORT
SKIN CONTACT MAY PPOVE L2CALLY IRAITATING.
AND/OR CIARRHEA.
CSHA REGULATED: NC
NTO: NO
IARC MONOGRAPHS: NO
CARCINDGENICITY:
SIGNS AND SYMPTC1MS OF EXDCSURE:
PROLONGED SKIN CONTACT MAY CAUSE DRYING AND/OR CAPPING.
MEDICAL CONOETIONS GENERALLY AGGRAVATED
EMERGENCY AND FIRST AID PROCEZURES:
EYES-FLUSH WITH PLENTY OF NAT=R FOR 15
'-IATER INGESTION-ORINK LARGE QUANTITIES
OISCOMFORT
SECTION VII -
PRECAUTIONS
'Y
EXPOSURE:
MINUTES SKIN-FLUSH WITH
CF WATER, GET MEDICAL ATTENTICN
FOR
FOR SAFE HANDLING ANC USE
STEPS TC BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED:
RECOVER AS MUCH AS POSSIBLE WqTH ABSORBENT
4ATERIAL FGAMS PRDFUSELY.
MATERIAL IS COMPLETELY 5IODEGRADA2LE.
MATEP IAL AND RINSE RENAINCER TO SEwER.
WASTE DISPOSAL METHOD:
LARGE QUANTITIES SHOULC
SMALL QUANTITIES MAY BE DISPCSED OF III SEWER.
BE SOAKED LIP WITH AESORSENT MATERIAL ANC DISPOSED OF ACCORDING TO LOCAL
ORD INANCES.
DRECAUTICNS TO EF TAKEN TN HANDLING AND STCRING:
NONE REQUIRED - VLSCOSITY OF MATERIAL INCREASES AT VERY LOW TEMPERATURES.
OTHER PRECAUTIONSNO SPECIAL REQUIREMENTS OTHER THAN THE GCOD INOUSTRIAL HYGIENE AND SAFETY
PRACTICES EMPLOYED WITH ANY INDUSTRIAL CHEMICAL.
SECTION
VIII -
RESPIRATORY
C2NTROL IEASUP.S
PROTECTION
(SPECIFY
TYPE):
VETILATION:
LOCAL EXHAUST:
NORMAL
MECHANICAL (GENERAL): N.A.
PROTECTIVE GLOVES:
RECOMMENDED
EQUIPmENT:
OTHER PROTECTIVE CLOTHXNG 'R
NOT R EQUIREO
OZRK/HYGIENIC PRACTICES:
NO SPECIAL PRACTICES REQUIRED
SPECIAL:
N.A.
OTHEP:
N.A.
EYE PROTECTION:
RECOWIENDED
PUBLIC HEALTH
FACT SHEET
LYME DISEASE IN MAINE
Acknowledgements: Portions of this text are reproduced from Fact Sheets publisned by the
Massachusetts and Maryland Departments of Public Health.
What is Lvme Disease?
Lyme Disease is an illness caused by bacteria that are transmitted to humans, dogs, horses and
other animals by the bite of an infected deer tick (Ixodes dammini. While rarely life-threatening it is an
important illness because of its potential to cause problems in the joints, nervous system, and heart.
Where is Lvme Disease Found?
Transmission of Lyme Disease has been documented in many parts of the world. It occurs over
wide areas of the United States, but particularly along the east coast. Itwas first recognized in the U.S. in
1975 as the result of an investigation of a group of children with arthritis in Lyme, Connecticut.
Cases of Lyme Disease have occurred in Southern Maine. Deer ticks have been identified in
coastal York and Cumberland counties and in a few other scattered areas, particularly along the coast.
Investigations are continuing to determine the distribution of the tick and the extent of Lyme Disease
transmission in Maine.
How is Lyme Disease Transmitted?
The bacteria that cause Lyme Disease are acquired by juvenile deer ticks (larvae) through
feeding on an infected animal, usually a mouse. At a subsequent stage in development (nymph), the ticks
cling to vegetation in brushy, wooded, or grassy areas and transfer by direct contact to the skin of
passing animals and humans. The bite of the infected tick can then transmit the bacteria to the new host.
This transmission of the infectous organism appears to require that the tick be attached for at least 24
hours.
The immature deer tick is very small, and when attached to the skin may not be immediately
noticeable. The approximate size of the tick at various stages of development is illustrated below:
Larva
Nymph
Adult
Engorged adult
Actual size
August
September
June
July
April, May
September - December
During its complex two-year life cycle the tick can infect a variety of hosts including white-footed
mice, deer, and other wild and domestic animals as well as humans. Lyme Disease is most commonly
acquired in the summer months, less often in early spring or late fall, and only rarely during the winter.
Itis important to note that not all ticks carry Lyme disease. The common dog tick for example
does not transmit the infection. Even a deer tick bite does not necessarily mean that disease will follow,
because not all members of the species are infected. Prompt removal of a tick will greatly decrease the
risk of disease transmission.
What are the symptoms of Lvme Disease?
Early Symptoms:
The first symptom of Lyme Disease is usually-but not always- a skin rash called Erythema
Migrans (EM); While the tick may have gone undetected, the rash occurs at the site of the bite. It begins
as a small red area 3 to 32 days after the bite, then gradually enlarges, often with partial clearing at the
center, so that it resembles a doughnut. The rash may be accompanied by flu-Ike sumptoms such as
fever, headache, stiff neck, sore and aching muscles and joints, fatigue, sore throat, and swollen glands.
There may be multiple rashes in other areas of the body that develop after the rash that occurs at the site
of the bite. These symptoms may disappear on their own over a period of weeks. However, the rash may
recur in about 50%of untreated people and more serious problems may develop later. Treatment with
appropriate antibiotics clears up the rash within days and may prevent complications.
Late Symotoms-
number of people with Lyme Disease may develop symptoms during later stages without having had the
early skin rash.
Arthritis in the large joints (primarily the knee, elbow, and wrist) occurs in more than one-hal of
untreated persons. The arthritis may move from joint to joint and can become chronic.
Nervous system complications occur in 10% - 20% of infected persons. These complications
may take many forms, some quite serious. Treatment with intravenous antibiotics can be helpful.
Heart symptoms occur in 6% - 10% of infected persons. Electrical conduction in the heart may
be afftected and the heart muscle may become inflamed.
How is Lyme Disease Diaonosed?
Diagnosis is based primarily on recognition of the typical symptoms of Lyme Disease, especially
the characteristic early rash and on the history of possible tick exposure, such as outdoor activity in a
high-risk area. Atypical cases or cases with only later stage complications can be difficult to diagnose.
Laboratory tests are helpful in some circumstances, but require very careful interpretation by a physician.
In general, the lab tests are more useful in aiding the diagnosis of disease in later stages than in diagnosing early Lyme Disease.
What is the Treatment for [ivme Disease'
Oral antibiotic treatment is beneficial early in illness. Two commonly used medications in this
settings are Tetracycline and Amoxicillin, although other antibiotics may be substituted. Prompt treatment
of early Lyme Disease may prevent later and more serious complications. Treatment of joint and nervous
system complications is often accomplished with antibiotics given intravenously or by injection.
How Can Lvme Disease be Prevented?
The only known way to get Lyme Disease is from the bite of an infected tick. Knowing where
these ticks are found, avoiding such areas, and promptly removing the tick are the primary preventive
measures. Persons living in or visiting high-risk areas should take the following precautions:
- Don't walk barelegged in woods, brush, or tall grass where ticks may be found.
If you do walk in such areas, wear a long-sleeved shirt, long pants, high socks (with pants
tucked into socks), and closed shoes or boots. Light colors will help you spot ticks on clothing.
- Apply a commercial tick repellant on clothing, shoes, and socks after reading label instructions
carefully. Avoid applying high concentration products to the skin, particularly of children.
- Conduct daily "tick checks" on yourself, your children, companions and on pets when you get
in from the field. Shower, ifpossible. The ticks are often found on the thigh, flank, arms, underarms, and
legs, and may be very small. Prompt removal of the tick will prevent infection.
- To remove an embedded tick, use tweezers to grip its body as close to the skin as possible
and pull gently but firmly until the tick lets go. If tweezers are unavailable, grasp the tick with piece of
tissue. Do not handle the tick with bare hands.
- Know the symptoms of Lyme Disease. Ifyou have been in an area where ticks are found, and
you develop such symptoms, particularly the skin rash and/or 'flu' symptoms, see a physician promptly
for evaluation and treatment.
The Maine Lyme Disease Task Force is involved in efforts to determine the extent of Lyme Disease
incidence and the distribution of deer ticks in Maine. Members of the group include community physicians, and representatives of the State government (Departments of Human Services, Conservation,
Agriculture. Inland Fisheries and Wildlife) and of the Maine Medical Center Department of Research.
If you find ticks you would like to have identified, submit them to:
Insect and Disease Laboratory
Maine Forestry Service
50 Hospital Street
Augusta, ME 04330
DB
Maine Lyme Disease Project
Maine Medical Center
22 Bramhali Street
Portland, ME 04102
Place the whole tick in rubbing alcohol in a tightly sealed container, pack carefully to prevent breakage,
and mail in a crush-proof container. Please enclose your name, address, and phone number, note the
geographic location and the date on which the tick was found, and information. as to whether the tick was
found on a human or an animal.
-
PRODUCED BY THE MANE LYME DISEASE TASK FORCE
Distributed By the Maine Decartment of Human Services Bureau of Health
SCANNED
Daniel S. Greenbaum
Commissioner
Gilbert T. Joly(19.,
Regional Director
d,.i
August 24,
-sJordan Company
7050
S
-Cammerial
-Portland, Maine 04
ATTNTI'ON:
,,,
A947--1231,x
4eeu
XZkt+ct&1we2
RE:
/
AwzwJa
'
aha
&*3S 7
680-684
1988
BOURNE--OIR/SA 4-037
-Massachusetts Military Reservation
Massachusetts General Laws, Ch. 21E
Mr. Richard Wardwell
Gentlemen:
-
The Department is encouraged to see that the Installation and Restoration
Program (IRP) is developing a single document to cover all aspects..of the
EventheL irst presentation: anthis
hydrogeology of the base and environs..
subject-by E. C. Jordan at the Auyu4tf1l7K188 TECUetini;nasgin theAs- statied in our
Department new insight into the hydrogeology ofThe -.area.
July 10, 1987 letter, which cammented on the bomyrehensive Plan this document
would allow the identification of hydrogeology data gaps ard enable a more
The
cmplete evaluation of quantification studies and remedial action plans.
comprehensive plan states, "The hydrogeologic conditions at NMR determine the
migration characteristics of contaminates in the environment; therefore, an
basic to the development of an
understanding of these conditions is
installation wide approach to conducting the IRP."
This office has reviewed the interpretive geologic profiles A-A(l)
B-B(l) and offers the following comments.
and
As a general comment it may be helpful in the narrative portion of the
report to describe the source of the various morphologic units (basal till,
In particular, the relationship of
lacustrine and outwash deposits, etc.).
The Profiles
deposits fram the Buzzards Bay Lobe ani the Cape Cod Bay lobe.
indicate a direct correlation between the stratified drift lying below the
Buzzards Bay terminal moraine and stratified drift of the Mashpee outwash
plain.
Morphological units of the Masbpee outwash plain underlie the Buzzards
This feature has not been highlighted in previous IRP
Bay Moraine.
presentations. This fact is very important when evaluating disposal sites such
-2-
as the base landfill which may have a westerly camponent of groundwater flow.
The highly permeable sediments that allow transport of contaminants over great
distances like in the Ashumet Valley area are also present west. of the base
landfill.
Assuming a westerly camponent of ground water flow at the base landfill, a
determination that the mapped lacustrine unit is a lower flow boundary would
not hold.
A flow path at that depth would run parallel to this unit in
stratified sands and gravels.
The source of the glacial deposits (Buzzards Bay Iobe versus Cape Cod Bay
Iobe) are not significant unless the margin of glacial deposits in one setting
extends beyond a previously understood boundary.
Your use of the word lacustrine in describing a relatively homogeneus
deposit (fine sand with silt) may be to narrow a definition of this term. Its
our understanding
that this
term describes
settings
(quiet water)
where
sediments were laid down, not specific hamogeneous units.
In a lacustrine
settin stratified sands and gravels are also cammon.
The presence&of the
thick deposit of basal till
at the south end of profile A-A(l) is good evidence
that the lacustrine environment developed with the basal till
acting as the
dam/spillway.
If this were the case and depending on the location of the
stagnant ice much of the Mashpee outwash plain, below the elevation of the top
of the basal till
unit would of been a lacustrine environment.
We appreciated the opportunity to hear the hydrologists fram Argonne speak
on their modeling of the Ashumet Valley plume and the proposed filter beds -at
the canal.
We believe that such studies provide valuable information on the
hydrogeology of NMR and its environs.
We suggest that these studies be
incorporated in the NMR hydrogeologic document.
We look forward to giving further input into this document, ard if you
have any questions, please contact Cristopher Tilden or James Begley at the
letterhead address or telephone number.
Very tnfy
your--,
Chr' cper Tilden, P.E., Chief
Hazardous Waste Section
CI/rr
cc:
Andrews Air Force Base
NGBDE,
Stop 1
Maryland 02331-6008
ATIN: Mr. Ronald Watson
BAZWRAP
Oak Ridge National laboratory
P.O. Box Y
104 Union Valley Road (FEDC Bldg.)
Oak Ridge, 'IN 37831
ATIN:
Mr. Robert Coombs
PF'R-27-1993
11:14
FROM
DEP
TO
IRP OTIS ANGB
P. 08
SCANNED
CDM FEDERAL PROGRAMS
a subsdiary ot Camp Dresse & Mcgee Inc.
CORPORATION
Revision Date: August 1993
MASSACHUSETTS MILITARY RESERVATION
FIELD CHANGE REQUEST FORM
Field Change No._30
Page__
of
1-
Project: Hydrogeoiogic Investigation
Project No. WBS 1.3.2
Applicable Document: Task 1-9: Technical Memorandum
the eight proposed deep geologic
Description: CDM proposes to drill
borings in regions I & II using air rotary methods and bentonite mud.
Mudless rotary or hollow stem auger methods were originally specified
for these locations.
Reason for change: Both methods were attempted at several locations in
regions I & II. ' Moraine deposits in these areas consist of dense
gravelly sands which bind augers and casing at depths where the water
table is deep (>90, ft.) . Unconsolidated materials below the water table
flow into open hollow stem augers making sample recovery difficult.
Recommended dispo'sition: A mud rotary method is proposed which will
employ an inert drilling mud. These borings will be completed as deep
monitoring wells for hydrogeological purposes only; no water quality
sampling will be bonducted.
Impact on present and completed work: This change will facilitate the
completion of the hydrogeologic studies and collection of samples for
sieve analysis.
Final disposition:
c
Re~Quaqt by:
*ieldProject
Af
Manager:
n
Date:
Approvals:
HAZWRAP Project Manager:
Date:
NGB Project Manager:
Date:
USEPA Project Manager;.
Date:
MADEP Project Manager:
Date:
SCANNED
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION I
J.F. KENNEDY FEDERAL BUILDING, BOSTON, MASSACHUSETTS 02203-2211
December 21,
1992
Daniel Santos, Project Manager
IRP Office
158 Reilly Street
Otis ANG Base, MA 02542
Re:
Task 1-9 Response to Comments
Dear Mr. Santos:
This office is in receipt of the NGB's response to EPA review
comments on the Task 1-9 Hydrogeologic Studies Technical
Memorandum previously submitted. Upon review of this
information, the majority of the submittal is acceptable. The
remaining comments relative to the submittal are contained on the
attached pages.
If you have any questions or wish to discuss this matter further,
please do not hesitate to contact me at (617) 573-5793.
Sincerely yours,
Paul N. Marchessault, Remedial Project Manager
Federal Facilities Superfund Section
Attachment:
cc:
as noted
Carl Wheeler, HAZWRAP
Doug Allen,-ABB
Jane Connet, TRC
Meghan Cassidy, EPA
S
PRINTED ON RECYCLED PAPER
RESPONSE TO COMMENT ON TASK 1-9 HYDROGEOLOGIC STUDIES
TECHNICAL MEMORANDUM
Page 1-4, 91'.1 Response P.3 This office wishes to reemphasize
its concern that the SERGOU plume will not be completely
characterized as part of the Task 2-5C or Task 1-9 activities
because sampling east and south of Johns Pond has not been
proposed.
It is proposed to expand the scope of Task 2-5C
immediately, should field observations indicate the presence of
contaminants'. However, the concentrations of dissolved VOC
constituents in ground water at MMR are typically below the
detection limits of the field PIDs. Contamination may not be
detected in the field through the methods described in the
response. By not proposing any field GC screening or sampling of
monitoring wells for chemical constituents, it is felt that an
additional phase of work will be required after the Task 2-5C and
Task 1-9 projects are nearly complete, to confirm the extent of
the SERGOU plume.
While it is understandable to have as much hydrogeologic
information as possible before conducting a "plume chasing
endeavor", this office is concerned about the impact to the
overall schedule if confirmation wells are not installed until
after the Task 1-9 and SERGOU RI Reports are submitted and
reviewed. Clearly, the objectives of the SERGOU RI cannot be met
if the extent of the plume is not confirmed.
A possible approach could include the addition of a Phase III to
the Task 1-9, Study for Region III:
After the Phase II modelling
has been conducted, selected data could be submitted in an
interim repdrt or technical memorandum/work plan addendum. These
data could be used to support selection of 4 to 6 locations south
and east of Johns Pond for screened auger borings and
installation of additional monitoring wells. Where appropriate,
existing wells could be used.
Page 3-2, gl, 3.2 Response Page 5 The response does not address
the request 'that the specific water balance method and a clear
presentation of the approach/assumptions be included in the
revised work plan and not the technical report, as stated in this
response.
In addition,, it is difficult to comprehend how the best of the
different methods for interpreting ground water flow paths will
be selected. If sufficient field data is collected, flow net
sections and maps will provide the most accurate means of
determining ground water flow paths, since this method will not
be based on simplifying assumptions necessary for a "prototype"
computerized ground water flow model that will ". . . not require
detailed calibration."
Page 3-2, S5, §3.2 Response Page 6 The utility of the proposed
prototype pond modeling effort to aid in placement of well
clusters adjacent to the ponds is still not convincing. In order
2
to assess vertical gradient effects, well clusters should be
placed as close to a pond as physically practical and be paired
with staff gauges installed in the pond. A computerized flow
model is not required to "properly" place these well clusters.
In addition, if the variation of vertical gradients with distance
from a given pond is as critical as discussed in these responses,
then any flow modeling effort whose goal is to simulate the
changes in these gradients with distance would have to be
discretized at very small horizontal intervals in the vicinity of
the lake shoreline.
Page 3-4, T2, §3.3 Bullet 2 Response Page 7 Bullet 3 should be
moved to the end of the list of bulleted items describing the
technical approach. Modeling should not be conducted until the
data base detailed in this response is collected.
Page 3-11, T2, %3.5.1 Response Page 11 The response addresses
the issue of determining seasonal water table fluctuations will
be determined but does not address how the water table will be
initially determined in each borehole prior to the installation
of a well screen.
Page 4-4, Vi, §4.1 Response Page 19 The response addresses all
issues except the specification of the coring device to be used
in GB-8.
The response to this comment
Page 4-9,94. Subsection 4.3
indicates that "Under Task 2-5C, sampling of Region III wells
Based on your
could be initiated as a Field Change Request."
response to previous comments, and our response to comments on
page 1-4, it is unclear under what circumstances or field
conditions encountered would necessitate the sampling of wells
through a Field Change Request.
This office acknowledges that this document is
Page 5-2, §5.2.3
not a "Primary Document" as required by the IAG; however, since
the information to be derived from this study will be necessary
to complete the Remedial Investigations for LF-1, CS-10, SERGOU
and the Ashumet Valley Plume, the completion of this work can not
delay the submittal of the documents as stipulated in the IAG.
Page 6-1, %6.0, Response Page 21 and 22 Although the time frame
to commence Phase II is relatively short, preliminary information
should be submitted to this office prior to the meeting in order
that we can adequately respond to comments or concerns raised
during the meeting.
OAPP Table 4-1
changed.
The Title CS-19 Site Assessment should be
Page 8-3,§8.3.1 Response Page 39
The following items require
3
correction or clarification in the discussion of model
calibration:
1. The text states that several temporal sets of data will
be part of the model calibration process. The text should
clearly state whether data from different times, or
different types of data for the same time will be used for
calibration. If the former is the case, the text should
explain how time series data will be used during
calibration.
2. Model input parameters such as aquifer thickness and net
recharge should be known with some degree of precision and
not require calibration. The text should explain why these
parameters require calibration.
3. Stream discharge is not an input parameter in the
MODFLOW RIV module. The text should clarify whether the RIV
module is to be replace with the stream routing (STR)
packagd for the proposed simulations.
HASP Comment #1, Response Page 32 The original USEPA comment did
not refer to the 24-hour training required for workers who only
occasionally perform site work [per OSHA 29 CFR 1910.120
(e)(3)(ii)]. The comment referred to the three days of
supervised field training required for all site workers in
addition to the 40 hours of health and safety training [per OSHA
29 CFR 1910.120 (e)(3)(i)].
HASP Comment #2, Response Page 32 It is stated that the policy
is to use OSHA's Permissible Exposure Limit (PEL) [1 ppm for
benzene] or ACGIH's Threshold Limit Value (TLV) [10 ppm for
benzene), whichever is more stringent. It is strongly
recommended that NIOSH Recommended Exposure Limits (RELs) [0.1
ppm for benzene] also be considered when setting action levels
especially in this case where a reduction of the benzene TLV to
0.1 ppm has been proposed. The action level for upgrade to Level
B protection would then be 5 ppm versus 50 ppm.
HASP Comment #3, Response Page 35 A note has been added to
Subsection 3.1.2.1 referring the reader to Appendix P for further
information on Lyme Disease. Appendix P contains-a Lyme Disease
Fact Sheet prepared by the Maine Lyme Disease Task Force. While
the information in this fact sheet is appropriate, it is
recommended that the comparable fact sheet prepared by the
Massachusetts Department of Public Health be utilized whereas the
site is in Massachusetts.
HASP Comment #5, Response Page 35 In response to this comment,
CHRIS data sheets have been included for the compounds of concern
as well as the MSDSs for the chemicals brought on to the site.
While these data sheets provide the requested information it is
4
recommended that a table summarizing the most pertinent
information contained within the data sheets (e.g., exposures
limits, symptoms, target organs, and first aid procedures).
The
data sheets contain much additional information presented in
small print making them somewhat difficult to read.
SCANNED
FIELD PROGRAM GUIDE
MASSACHUSETTS MILITARY RESERVATION
The following provides a brief description of the various
field studies to be conducted at the Massachusetts Military
Reservation (MMR) between Winter 1992 and Spring 1993.
TASK 2-5C REMEDIAL INVESTIGATIONS
The Task 2-5C Remedial Investigations
(RIs) address the
following areas of contaminations (AOCs): Chemical Spill 10 (CS10), the Base Landfill (LF-1), the combined Landfill No. 2 and Fire
Training Area No. 2 (LF-2/FTA-2), the Aquafarm Drainage Swale (SD5), the Petroleum Fuels Storage Area (PFSA, including fuel spills
FS-10 and FS-11), and the Southeast Regional Groundwater Operable
Unit (SERG6U) that includes groundwater contamination from SD-5,
FTA-2/LF-2, the PFSA, and other potential sources upgradient.
The purpose of the RIs are to: (1) Complete the initial
RI
program (from previous RI tasks) for groundwater contamination at
CS-10,
LF-1,
FTA-1.
The investigation will obtain additional
information concerning the horizontal and vertical
extent of
groundwater contaminant plumes at these AOCs.
(2)
Complete RI
activities at the CS-10, FTA-2/LF-2, SD-5 and PFSA source operable
units.
(3)
Complete the characterization of the groundwater
contamination at the SERGOU.
The data collected during the RI
activities
will be used to conduct risk
assessments and feasibility
studies (FSs).
Contractors:
ABB Environmental Services (ABB-ES),
and CDM Federal Programs, Boston, Massachusetts.
Portland Maine,
TASK 1-9 HYDROGEOLOGIC INVESTIGATIONS
The Task 1-9 hydrogeologic studies address three broad study
regions.
Study Region I is
in and adjacent to the towns of
Falmouth and Bourne, and extends to the Megansett Harbor.
This
study region encompasses the downgradient areas of LF-1 and CS-10.
Study Region II is in Falmouth.and extends to Long Pond reservoir.
This area includes the downgradient regions of CS-4, FS-19 and CS10.
Study Region III is in the town of Mashpee and extends from
Johns Pond to the Quashnet River.
This area includes the potential
migration paths for the SD-5, PFSA, and other plumes comprising the
SERGOU.
The purpose of the Task 1-9 is
to collect geologic and
hydrogeologic information to more accurately assessthe potential
migration paths and fates of groundwater plumes emanating from the
MMR.
The results from this
investigation will be used,
as
necessary, in completing RIs and FSs.
Contractors: ABB Environmental Services, Portland Maine, and CDM
Federal Programs, Boston, Massachusetts.
REMAINING SITE INSPECTIONS
The Remaining Site Inspections (SIs) address study areas CS-1,
the former location of four Army regimental motor pools, CS-2, the
FS-22,
a
location of three Army regimental motor pools, CS-6/
drainage ditch (CS-6) and associated oil-water separator and a fuel
spill (FS-22) that was directed into the drainage ditch for
FS-26,
a fuel spill
collection,
located behind Building 754,
3444, and
tank
at
building
storage
an
underground
with
associated
of a
FS-27, the soil stockpile associated with the installation
fiber optic line.
to collect
The Purpose of the remaining SI studies is
information from the study areas to make a determination if the
study area can be written off in a no further action decision
document or if additional (RI) investigations are necessary.
Contractor:
CDM Federal Programs, Boston, Massachusetts.
SUMP PROGRAM
The Sump Program encompasses sumps and sump like structures
from the entire MMR. The purpose of this program is to determine
that
the final disposition of sump structures and surrounding soils
are potentially contaminated.
This effort
is a continuation of
studies initiated under Phase I of the Sump Program.
Contractor:
Metcalf and Eddy, Inc.,
Wakefield, Massachusetts.
ASHUMET AND JOHNS PONDS STUDY
The Ashumet and Johns Ponds Study incorporates recommendations
provided to the National Guard Bureau from a special public
committee (the Ashumet and Johns Ponds Task Force) . The committee
made specific recommendations for sample collection based on public
concern over potential MMR related impact to the ponds.
The
recommendations include both a hydrogeologic aspect, and a biologic
aspect.
The hydrogeologic portions are being addressed under the
Task 2-5C and Task 1-9 studies.
The pond specific sampling,
including biologic sampling, is addressed in the Ashumet and Johns
to
portion of the study is
The purpose of this
Ponds Study.
of
the
overall
"health"
to
determine
collect baseline information
the ponds.
Information from the Task 2-5C and Task 1-9 will be
incorporated as it becomes available.
Contractors:
Hydrogeologic portions- ABB Environmental Services,
Portland, Maine; biologic and pond specific studies - Oak Ridge
National Laboratory, Oak Ridge, Tennessee.
FORESTDALE REMEDIAL INVESTIGATION
contamination along
The Forestdale RI addresses potential soil
Greenway Rd on MMR, and groundwater contamination on Camp Goodnews,
in Forestdale, Massachusetts. The purpose of the RI is to attempt
to locate the source area of known groundwater contamination, and
groundwater
of
extent
lateral
and
vertical
the
define
to
Several innovative technologies are being employed
contamination.
in this investigation to meet the stated objectives.
Oak Ridge, Tennessee, Oak
Advanced Sciences Inc.,
Contractor:
Ridge National Laboratory, Oak Ridge, Tennessee, and the Hazardous
Waste Remedial Actions Program, Oak Ridge, Tennessee.
ASHUMET VALLEY, FIRE TRAINING AREA 1 AND CHEMICAL SPILL 16 AND 17
to be conducted in the Ashumet Valley, Fire
The activities
16 and 17 include
Training Area, (FTA) 1 and Chemical Spill (CS)
completion
CS-16\17,
at
RI
unit
operable
source
the
completion of
a FS
conduct
to
and
FTA-1,
at
RI
unit
of the groundwater operable
of
issue
The
Plume.
Valley
Ashumet
on the leading edge of the
and
Plant
Treatment
phosphorous emanating from the base Sewage
possible effects on Ashumet Pond will also be addressed.
ABB Environmental Services Inc.,
Contractors:
Geological Survey,
BACKGROUND
Portland, Maine,
Us
INORGANIC SAMPLING
to
The purpose of the background inorganic sampling is
sample
evaluate and compare results from differences in inorganic
This will include evaluation of samples
collection procedures.
as part of the sample
collected with and without filtering
The results will be used to evaluate samples
collection procedure.
collected in previous investigations, and for comparison values in
risk assessments.
The Hazardous
Contractor:
Ridge, Tennessee.
Waste
Remedial
Actions
Program,
Oak
FUEL SPILL 1 BIODEGRADATION STUDY
The purpose of the Fuel Spill (FS) 1 Biodegradation Study is
occurring within the
natural biodegradation is
to determine if
are sufficient to
biodegradation
of
rates
the
if
and
aquifer,
The study is
groundwater.
in
concentrations
contaminant
reduce
to other
applied
be
will
results
the
but
FS-1,
at
conducted
being
MMR.
at
sites
fuel spill
Contractor:
ABB Environmental Services, Portland, Maine