DRAFT
ENVIRONMENTAL
IMPACT STATEMENT
SOUTH PARIS, MAINE
SLUDGE DISPOSAL
ALTERNATIVES
U.S. Environmental Protection Agency
New England Regional Office, Boston, Mass.
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DRAFT ENVIRONMENTAL IMPACT STATEMENT
ON
ANALYSIS OF SLUDGE DISPOSAL ALTERNATIVES
FOR SOUTH PARIS, MAINE
Prepared for the
U.S. ENVIRONMENTAL PROTECTION AGENCY
Region I Office
Boston, Massachusetts
by
EIC CORPORATION
55 Chapel Street
Newton, Massachusetts 02158
October 1977
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TABLE OF CONTENTS
Section Page
I. INTRODUCTION 1
A. Background 1
B. Study Scope and Objectives 3
C. Characterization of the Sludge Disposal Problem .... 4
D. Contents of the EIS 6
II. THE ENVIRONMENTAL SETTING 7
A. General Background 7
B. Local Geology and Hydrology 8
C. Water Quality and Supply 10
D. Biological Resources 12
E. Socioeconomic Features 13
F. Environmentally Sensitive Areas 14
III. SLUDGE DISPOSAL ALTERNATIVES 16
A. Sludge Composition 16
B. Sludge Conditioning 19
C. Sludge Disposal 21
D. Sludge Trenching 25
IV. SLUDGE TRENCHING 28
A. The A. C. Lawrence Site 28
B. The Ryerson Hill Site 35
V. ENVIRONMENTAL IMPACTS 43
A. Cost Effectiveness and Environmental Risks 43
B. Environmental Impacts of Sludge Trenching 46
C. Other Considerations 48
APPENDIX A: CHARACTERIZATION OF SLUDGE DISPOSED BY THE SOUTH PARIS
WASTE WATER TREATMENT PLANT A-l
APPENDIX B: CHROMIUM CHEMISTRY AND TOXICITY B-l
APPENDIX C: ANALYSIS OF THE A. C. LAWRENCE DISPOSAL SITE C-l
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TABLE OF CONTENTS
(Continued)
Section Page
APPENDIX D: THE RYERSON HILL SITE D-l
APPENDIX E: INCINERATION E-l
APPENDIX F: TREATMENT PLANT EFFLUENT AND WATER QUALITY OF LITTLE
ANDROSCOGGIN RIVER F-l
APPENDIX G: ARCHAEOLOGICAL EXAMINATION OF LAWRENCE AND RYERSON
HILL SITES G-l
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LIST OF FIGURES
Figure Page
Fig. 1 Location of the A. C. Lawrence site 29
Fig. 2 Principal surficlal features of A. C. Lawrence site. . . 31
Fig. 3 Groundwater levels and probable flows at A. C. Lawrence
site 32
Fig. 4 Location of the Ryerson Hill site 37
LIST OF TABLES
Table Page
1 Cost Estimates for Lawrence Site Sludge Trenching. ... 36
2 Cost Estimates for Ryerson Hill Site Sludge Trenching. . 41
3 Cost Comparison of Viable Alternatives 44
4 Comparison of Uncertainties of Viable Alternatives ... 45
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I. INTRODUCTION
A. Background
In 1973, the U.S. Environmental Protection Agency undertook to
construct a secondary wastewater treatment facility with the Paris (Maine)
Utility District. The facility, intended primarily to alleviate water
quality problems caused by effluent from the A. C. Lawrence Tannery,
began operation in June, 1975.
EPA's original environmental review of the treatment facility
plans concluded that the project would have net beneficial effects and a
negative declaration of environmental impacts was prepared. Subsequently,
however, the Maine Board of Environmental Protection refused the Utility
District permission to dispose dewatered sludge from the treatment
facility at the intended (and previously used) site. Construction of the
treatment plant itself was approved and temporary permission granted to
continue sludge disposal at the original landfill while a new site was
located.
The Paris Utility District initiated a study of alternative land-
fill sites. A total of six locations were reviewed, including the
original site, although only three received detailed study. Based on
this evaluation the Utility District applied to the Board of Environ-
mental Protection for permission to dispose the sludge on a 52-acre
tract in the Ryerson Hill area, some eight miles from the treatment
facility. Plans were submitted for permanently lowering the perched
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groundwater table on this site (currently at a depth of one to three feet)
to ensure that an adequate layer of dry soil would underlie the sludge
and prevent leaching of pollutants into the groundwater.
The Board of Environmental Protection held five days of public
hearings on the application during the summer and fall of 1975. Some
1,200 pages of testimony were taken. The principal controversial issues
as cited by the board in its findings were:
effectiveness and impact of lowering the ground-
water table;
leaching of pollutants from the sludge and their
entry into groundwater or surface waters; and
traffic problems caused by sludge haul trucks
and the ability of the trucks to continue
operations year-round.
Following the hearings, the board approved the application subject to
several requirements, including a detailed erosion control plan, proof
that the proposed drainage system would lower the groundwater table at
the site, and a detailed monitoring program to insure that water quality
standards would be met.
The Board of Environmental Protection is limited by Maine statutes
to evaluation of the single site submitted by the applicant. EPA's
original environmental assessment and negative declaration had not
considered sludge disposal at the Ryerson Hill site. Several local
citizens requested an Environmental Impact Statement fully investigating
sludge disposal alternatives. The Board of Environmental Protection
concurred that an EIS would be helpful, and urged that the study be
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conducted immediately in view of the long delays already experienced in
choosing a disposal site and method.
These events, and the actions and decisions of the participants,
were predicated on a relatively small quantity of empirical data. Although
raw wastewater from the tannery, effluent quantity, and sludge composition
were analyzed in a pilot plant study, these analyses were limited in scope
and were not repeated for the full scale plant in daily operation. Inves-
tigations of landfill site alternatives produced limited data on soil
composition and groundwater quality, while alternative disposal methods
were not considered. The resulting lack of information increased
uncertainty among local residents, whose participation in the planning
process was limited. EPA therefore initiated a detailed, independent
analysis with the intent of issuing an Environmental Impact Statement on
sludge disposal alternatives for the South Paris treatment facility. An
initial public workshop was held on July 9, 1976, to discuss the objectives
and scope of the study. In August, EPA contracted with EIC Corporation
of Newton, Massachusetts, to perform the necessary analyses.
B. Study Scope and Objectives
The principal objective of the study was to identify the optimum
method of sludge disposal for South Paris, that is, the most cost-
effective alternative with acceptable environmental impacts. Given the
special circumstances enumerated above, the Draft Environmental Impact
Statement focused on sludge disposal rather than on a more comprehensive
assessment of wastewater treatment as it may affect disposal alternatives.
The unusual nature of the sludge, its presence in large quantities at a
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historical dump site, and the need for minimum delay in developing
recommendations dictated this choice.
A second objective of special importance in this study was to
actively involve local citizens in the process of assessing sludge dis-
posal alternatives. Previous public hearings had produced considerable
controversy and polarization of opinions regarding this issue. Therefore,
a goal of the study was to seek a consensus through public presentation
of interim results and solicitation of public opinions and recommendations.
Finally, the environmental impacts of the existing tannery sludge
deposits were analyzed in detail in the course of this project. The
presently used site contains many years of sludge deposits; their impacts
had to be established and any adverse effect on groundwater quality
assessed. Analysis of these impacts provided essential information on
leachate generation and pollutant mobility for the sludge in question.
C. Characterization of the Sludge Disposal Problem
Sludge generated by the South Paris wastewater treatment facility
is unusual because of the character of the influent to the facility.
Currently, some 90 percent of the raw wastewater originates at the A. C.
Lawrence Company's topside leather tannery in South Paris, with the
remaining 10 percent representing ordinary sanitary sewage and cannery
effluent. As a result, the waste stream entering the treatment facility
has a high solids content and high concentrations of chromium and other
constituents used in the tanning process.
The treatment facility combines primary sedimentation with a
carbonation step and secondary biological treatment. Separate sludges
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are generated from each of the three treatment steps; primary and carbona-
tion sludges are combined and centrifuged and the resulting dewatered
solids are carried by conveyor belt to storage and transport containers
where they are combined with centrifuged waste activated sludge.
The facility was designed to treat a chemically complex influent
with essentailly conventional processes. It has experienced intermittent
operational problems since the tannery effluent was brought on-line in
September of 1975. The origin of these problems is not fully understood.
One result, however, has been bulking of the plant. As a consequence,
secondary (waste-activated) sludge was not being produced during the
study period. The primary and carbonation sludge currently has a dry
solids content of only about 14 percent; design levels were 30 to 35
percent for primary sludge and 22 percent for combined, final sludge.
The general elements of the sludge disposal problem, therefore,
may be summarized as follows:
the sludge has a complex chemical composition
the ultimate composition and volume of sludge to
be disposed are currently uncertain.
The complexities and uncertainties make the choice and evaluation
of disposal alternatives unusually difficult, since criteria and conclu-
sions applicable to typical sludges are unsuitable in this case. They
may also help explain in part the controversy surrounding disposal of
sludge and the divergent opinions about probable environmental impacts.
To settle these questions, extended field data collection and analysis
were carried out to ensure that findings and conclusions were situation-
specific.
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D. Contents of the EIS
Section II gives a brief description of the environmental setting,
focusing on the physical, socioeconomic, and institutional features of
the South Paris area relevant to the sludge disposal problem. Section
III presents disposal alternatives and describes in some detail viable
options. Section IV analyzes land disposal at the A. C. Lawrence and
Ryerson Hill sites. Section V summarizes findings of the study.
Analytical procedures and other technical material are presented
in the Appendices which should be consulted for information supporting
the conclusions and recommendations presented in the main text.
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II. THE ENVIRONMENTAL SETTING
A. General Background
The Town of Paris comprises some 65 square miles in Oxford County,
Maine. In 1975, the town had a population of some 4,300, a 10 percent
increase since 1970. Manufacturing supplies about half the available
jobs and is the principal economic base of the town and county.
Paris contains two major core areas. The earliest settlements
were in the area now known as Paris Hill, which served as the town center.
Establishment of railroad service in the mid-nineteenth century, however,
caused a transfer of commercial and industrial activity to the southern
portion of the town (present South Paris) where the rails were laid.
Since 1900, South Paris has been the town's center of commercial activity,
while Paris Hill has remained predominantly residential. Recent residen-
tial development has centered in the area between South Paris and Paris
Hill.
South Paris and the adjacent Norway Village form the second largest
commercial-industrial center in Oxford County. The land along Routes 26
and 117, as well as the Canadian National Railroad spurs, contains
intensive industrial development.
Paris lies in the foothills of the Appalachian Mountains and its
topography reflects glacial origins. A series of hills rise on both
sides of the Little Androscoggin River Valley, reaching heights more than
600 feet above the valley floor. The valley itself is underlain by
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glacial sand and gravel deposits representing a significant aquifer.
Drainage from the surrounding hills recharges the Little Androscoggin
River and the underlying aquifer, as well as many brooks and streams that
flow through nearby communities.
B. Local Geology and Hydrology
Approximately fourteen thousand years ago a large mass of conti-
nental glacial ice began to disintegrate over the northeastern United
States. In the area of the Little Androscoggin River Valley, the
advancing ice apparently removed very little material, but it did deposit
a discontinuous layer of glacial till over the bedrock hills of the area.
As the ice melted down and exposed the topographically high bedrock and
till areas, meltwater streams deposited sand and gravel along the ice
margin and in tunnels beneath the ice. These stream deposits later became
kame terraces and eskers. Closely following the dissipation of the
glacial ice, the area of the Androscoggin and Little Androscoggin River
Valleys was subjected to a marine submergence. Glaciomarine silt and
sand were deposited to a present elevation of approximately 400 feet in
the Androscoggin River Valley, and at least 350 feet in the Little
Androscoggin River Valley.
During the period of marine deposition, and immediately after-
wards, glaciofluvial sands were transported and deposited down-valley
by glacial melt water streams. These outwash sands have thicknesses
well in excess of one hundred feet. As the marine waters receded to
present sea level, the outwash sands were incised as streams readjusted
to a lowered regional base level.
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The till deposits are typically low in permeability and are,
accordingly, poor aquifers. The ice contact deposits are the most
significant aquifers in the Lower Androscoggin Basin. Depending on
local circumstances, yields of wells may be quite high (up to 2000 gpm).
The outwash deposits also have appreciable permeability with yields up
to 100 gpm some artificial gravel packed wells in outwash reach 600-700
gpm or more.
The marine sediments are quite impermeable and play an important
role in the regional hydrology, since they often stratigraphically bound
the highly permeable ice contact and outwash deposits and thereby influence
discharge and recharge patterns.
The glacial geology of the region creates a somewhat unusual
hydrologic pattern. In upland areas, particularly on tops and sides of
bedrock hills, perched water tables often occur within a few feet of the
soil surface. Flows are confined to the uppermost levels of the glacial
till, where weathering has created permeable conditions. At greater
depths, the till retains its glacially compacted^ impermeable structure.
The hillsides of South Paris, therefore, frequently exhibit poorly drained,
marsh-like conditions.
In contrast, the lowlands of the area are characteristically well
drained, with groundwater occurring at greater depths, if at all. Here,
the initial till deposits have been covered by glaciofluvial sands and
gravel through which water flows readily. However, marine sediment
strata, as well as localized outcrops of till and bedrock, may create
highly complex flow patterns and isolate areas with no permanent water table.
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The groundwater of the region eventually enters a major aquifer
underlying the Little Androscoggin River. The aquifer appears to occur
throughout the length of the Little Androscoggin River Basin, but varies
significantly in depth and width. It is tapped for public water supply
by Paris and by the towns of Norway and Oxford downstream. The aquifer
is the only significant source of potable water for the region.
C. Water Quality and Supply
The growth of the town of Paris has created some surface water
quality problems. Industrial activities in South Paris generate some
1.15 million gallons per day (mgd) of wastewaters. Until 1975, these
wastes were discharged into the river with minimal treatment. As a
result, the 6.3 mile segment of the Little Androscoggin River from South
Paris to Oxford was the most severely polluted surface water in the
Androscoggin Basin. Above South Paris, the Little Androscoggin is of
substantially higher quality.
Groundwater in the region is generally free of significant
contamination. In particular, the aquifer underlying the river yields
high quality water. However, incidents of high chloride content
probably attributable to deicing salts applied to highways have been
reported with increasing frequency in recent years.
Wells supply all the water consumed in Paris. Most residences
rely on private wells for water supply. Municipal wells provide some
500 million gallons of water per year to more than 1,000 domestic and
industrial users. The majority of public water production about 300
million gallons per year is used by the A. C. Lawrence tannery.
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The water supply and sewage facilities are owned and operated by
the Paris Utility District (PUD), a quasimunicipal institution created
by legislative action in 1967. The district is administered by a five-
person board of trustees, whose members are elected at the annual town
meeting.
South Paris has a sewer system dating back to the early 1900's
which serves the majority of the village. In conjunction with construc-
tion of the treatment facility, sewers were extended to serve part of
Paris Hill. The PUD plans to continue such extensions over the next few
years.
The secondary treatment plant in South Paris is a central element
in water quality management for the area. Prior to its construction the
town discharged untreated and partially treated sanitary wastes through
three outfalls to the Little Androscoggin River, while partially treated
industrial wastes were discharged to the river by the A. C. Lawrence
tannery and the A. L. Stewart cannery. These flows, amounting on average
to 0.2, 1.0 and 0.15 million gallons per day (mgd), respectively, are now
treated at the South Paris facility, along with stormwater from the older
combined sewer system. The Maine Department of Environmental Protection
has specified a "D" classification for the Little Androscoggin below
South Paris. This classification implies suitability only for power
generation, navigation, and industrial process water requirements. Their
computer projections, however, indicate that the river cannot assimilate
even the treated effluent from the South Paris wastewater facility and
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that this river segment will fall short of Class D requirements in the
foreseeable future.
Water supply plans for the region center on the major aquifer
underlying the river. Flow volumes through the aquifer vastly exceed
current withdrawals and could support all forecasted growth.
D. Biological Resources
The principal location of major biological resources in the Paris
region is the upland areas. Characterized by mixed deciduous and coni-
ferous forests, bogs, and wooded swamps, the uplands offer a variety of con-
ditions for vegetative growth and a diversity of habitat for wildlife. Most
key species of the region the white-tailed deer, ruffed grouse, fisher,
woodcock, and pheasant are considered primarily upland dwellers,
although they may spend time feeding or ranging in lowland areas.
The white-tailed deer is perhaps the most popular game species of
the region. The neighboring towns of Paris, Oxford, and Norway are
estimated to contain some 18 percent of the state's deer habitat. In
heavy winters, deer band together in areas called deer yards. Paris
contains four recognized potential deer yards in upland areas near Paris
and Ryerson Hill.
The region also contains abundant fresh water fisheries. The most
popular game species are land-locked salmon, brook trout, and lake trout.
In Paris, there are no salmon fisheries, and only Hall Pond contains a
significant brook trout population (due largely to stocking). The
northern uplands of the town, however, contain the headwaters of several
brooks that reportedly become trout fisheries further downstream.
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Waterfowl represent the major wildlife species relying on lowlands
for their habitat. On migrating flights, they tend to follow major water-
ways, of which the Androscoggin and its tributaries are a good example.
There are no known rare or endangered species of plants or animals
in the town of Paris.
E. Socioeconomic Features
The economic and demographic character of Paris is typical of many
towns in southern Maine. Both the town and the region depend heavily on.
manufacturing and trade as key elements on their economic base. In
Oxford County, for example, manufacturing provides nearly half of all
jobs, as compared with some 25 percent for the U.S. as a whole.
In Paris, this reliance centers on a few manufacturing firms,
including the A. C. Lawrence tannery, which supply a significant
percentage of job opportunities in the town. Accordingly, there is
public commitment to cooperate in maintaining the industrial base, as
reflected in municipal treatment of tannery and cannery wastes under a
cost-sharing agreement.
Virtually all the residences in Paris are single-family homes,
although there is substantial variation in the intensity of land use.
The relatively dense development in South Paris gives way to larger
lots and open areas near Paris Hill, with scattered farms and largely
undeveloped land occurring elsewhere in the town.
Paris Hill is also a significant cultural resource. Originally
settled in about 1780, the village grew to some 300 or 400 residents
in the next 15 years. It continued as a thriving community until 1895,
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when the county seat moved to South Paris. Since then little new develop-
ment has occurred, while many historical buildings have been preserved.
Most of the present buildings were constructed between 1800 and
1860. They are of high architectural quality, the majority representing
Federal and Greek revival designs. Both the village as a whole and some
47 individual structures are listed in the National Register of Historic
Places compiled by the National Park Service.
F. Environmentally Sensitive Areas
The principal environmentally sensitive areas in Paris are:
the Little Androscoggin River below South Paris
the regional aquifer underlying the Little
Androscoggin River
the complex of small streams and brooks forming
in the uplands of the town; and
the historic development at Paris Hill.
The segment of the Little Androscoggin below South Paris is
significant because it is a focal point of water quality improvement for
the region. Any further degradation would reduce the probability that
this segment will achieve its assigned classification.
The regional aquifer is the only major current and future source
of potable water in the Little Androscoggin River Basin. Its current
high water quality must be maintained to insure a source of drinking
water for future growth.
The many small streams, including Cole, Darnit and Stony Brooks,
forming in the hills of Paris are of pristine quality, contain productive
trout fisheries, and support the wildlife of the area. Any future
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contamination of these streams would detract from the aesthetic and
general environmental quality of the area.
Finally, Paris Hill, as a registered historic site, is sensitive
to any encroachment. Development within or adjacent to the area may
detract from its value.
These environmentally sensitive areas should be protected or
enhanced. Accordingly, sludge disposal alternatives likely to affect
them detrimentally should be avoided.
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III. SLUDGE DISPOSAL ALTERNATIVES
The choice of a procedure for disposing of waste solids from a
water pollution control facility depends strongly on the physical and
biochemical characteristics of the sludge in question. While solid
wastes from most municipal treatment plants are sufficiently similar
to allow a generic analysis of sludge disposal alternatives, sludge
generated from the South Paris facility is distinctly different. A
brief description of this sludge and its properties is therefore a useful
preliminary to the assessment of disposal alternatives. A more compre-
hensive discussion of sludge-related analyses may be found in Appendix A.
A. Sludge Composition
Sludge currently produced at the South Paris treatment facility
has a dry solids content of about 14 percent. This is substantially
less than the design goal for combined (including secondary) sludge
of 22 percent. Consequently, the plant is producing a larger volume of
sludge than anticipated.
Nonvolatile solids, a measure of the inorganic content of the
sludge, represent approximately one-third of its dry weight. The high
level of nonvolatile solids results from the process chemicals applied
to hides in the A. C. Lawrence tannery. More than 90 percent of the
inorganic sludge constituents are calcium and chromium compounds.
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Nitrogen ranges from 4,000 to 6,000 parts per million of wet weight
in the sludge (about 3 to 5% on a dry weight basis). Approximately a
third of this is ammonia nitrogen; the remainder is Kjeldahl nitrogen.
The nitrite and nitrate nitrogen contents are negligible (less than 10
ppm) .
Chromium is the dominant heavy metal in the sludge, representing
more than 7 percent (as the metal) of its dry weight. Significant levels
of lead occur because of corrosion in the tannery's mixing vats. Nickel,
zinc, and copper are also present in trace concentrations.
By far the most significant environmental hazard of the sludge is
its chromium content. The chemistry of chromium is sufficiently complex,
and the toxicity of its compounds sufficiently uncertain, to make a
precise determination of the hazards involved in disposing of the sludge
highly necessary. Appendix B contains a detailed discussion of chromium
chemistry and toxicity. The summary below focuses on facts pertinent to
the sludge disposal problem.
The environmental and health chemistry of chromium concerns
reactions and biological effects of its two most common oxidation states,
the trivalent (Cr(III)) and the hexavalent (Cr(VI)). Cr(III) compounds
are widely distributed in the environment, but at low levelB. Soils
and rocks, for example, contain from 1 to 1,000 parts per million (ppm)
of chromium. Unlike many heavy metals, chromium does not appear to
accumulate in plants, but vegetables and fruits may contain from 0.5 to 0.35
ppm. Inorganic Cr(IlI) compounds are generally insoluble under natural
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conditions. Thus, streams and rivers usually contain 10 parts per billion
or less. Organic Cr(III) compounds exhibit a range of solubilities.
Cr(VI) is seldom found at detectable levels in the natural environ-
ment, primarily because it quickly reacts with organic matter and is
thereby reduced to the trivalent state. However, Cr(VI) can be introduced
to the natural environment through human activity and, if concentrations
of oxidizable substances are low, may persist for long periods of time.
There is substantial agreement that Cr(III) salts have no adverse
effects when taken orally, even at high concentrations. No long-term
epidemiological studies of Cr(III) effects have been performed, but
limited investigations of individual diseases have failed to correlate
disease incidence with Cr(III) compounds in drinking water.
Cr(VI) salts, on the other hand, are toxic and carcinogenic.
Lethal doses have been reported variously as from 0.5 to 10.0 grams.
As little as 10 ppm in drinking water can cause nausea or vomiting.
Occupational exposure to Cr(VI) compounds leads to increased incidence
of lung, nasal, and other forms of cancer, as well as chronic skin
irritations.
The consensus, then, is that Cr(III) is relatively benign, in
itself. Nevertheless, Cr(III) compounds must be viewed as potentially
hazardous substances because of their possible oxidation to Cr(VI)
compounds. The Environmental Protection Agency's drinking water
standard of 0.05 ppm applies to all oxidation states of chromium and
reflects a substantial safety margin compared to known toxic concentra-
tions .
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All of the chromium In the South Paris wastewater treatment plant,
including chromium in the liquid effluent and sludge, is in trivalent
form. Field experience indicates that the dominant compound is amorphous
chromium hydroxide. This compound is quite insoluble under nearly
neutral conditions (pH of 7 to 8), and becomes even less soluble as it
ages. Oxygen bridges form between chromium atoms, creating an even less
soluble polymer structure. Thus, the principal danger of chromium
contamination from the sludge would occur if acidic or alkaline condi-
tions could allow significant leaching of chromium hydroxide.
To summarize, the sludge has a low solids content; of the solids
it contains, about one-third are calcium carbonate and chromium hydroxide.
Nitrogen levels are about average and may be a significant potential
source of water contamination. The sludge contains trace concentrations
of several heavy metals, besides the large amount of chromium. The form
which the chromium takes, however, is rather inert chemically and
relatively benign in terms of toxic effects.
B. Sludge Conditioning
Sludge disposal is the final component of a waste solids handling
process that may include several other steps. In the South Paris plant,
for example, solids handling includes gravity thickening, followed by
polymer conditioning, and centrifuge dewatering. These are fundamental
steps common to nearly all treatment facilities. However, further
conditioning, stabilization, and reduction processes can be added if they
are cost-effective or environmentally required.
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Potentially applicable intermediate processes include:
e chemical disinfection
composting
anaerobic digestion
chemical conditioning
metal recovery
Chemical disinfection, through application of lime or chlorine,
is generally intended to eliminate pathogens. In this case, however,
such application would increase the solubility of the chromium hydroxide
in the sludge, and could lead to oxidation to hexavalent chromium.
Composting and anaerobic digestion serve similar purposes, as
well as helping to enhance the sludge's soil-conditioning characteristics.
They might be considered in the present case, if the sludge were to be
surface spread; they would be relatively expensive because of the high
water content of the sludge.
Chemical conditioning involves the addition of special compounds
to immobilize hazardous constituents and to improve the sludge's load-
bearing properties. Chromium immobilization would permit disposal at an
otherwise unsuitable site while improved load-bearing properties could
permit area-filling of the sludge. Several types of proprietary condi-
tioning systems are in commercial use. One, utilizing silicate-based
chemicals has been applied to chrome-plating bath sludges that are
similar in some respects to the South Paris sludge. Cost estimates for
such a system are $200 thousand in initial capital and $160 thousand
in annual operating expenses, mostly for the chemicals.
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Metal recovery could be used as a means of reducing chromium
content; however, such recovery could be made more economically earlier
in the treatment plant process (or at the tannery) rather than from the
sludge itself.
C. Sludge Disposal
Sludge disposal is usually considered in terms of two alternatives:
incineration or disposal on land. Since incinerated ash must be disposed,
the ultimate fate of the sludge is disposal on land in any case. However,
incineration greatly reduces the volume and alters the chemical nature
of the material to be disposed and is, in this sense, an alternative to
direct land disposal.
1. Incineration
There are several proven technologies for incinerating sludge from
municipal treatment plants. The South Paris sludge, however, is so
unusual that the efficacy of these technologies cannot be assessed without
actual combustion tests. In addition, the South Paris sludge has several
characteristics that significantly increase the cost of incineration over
that of more normal sludges. These issues are discussed in detail in
Appendix E. Conclusions are summarized below.
Major drawbacks to incineration are the high water content of the
sludge, and the large amounts of inorganic constituents, particularly
heavy metals. The sludge contains about one-third less dry solids than
ordinary municipal sludges less than half the amount necessary for
self-supporting combustion. All water in the sludge, of course, is
energy-consuming during incineration. Inorganic constituents one-third
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of the sludge's dry weight do not demand or produce major amounts of
energy during combustion. But their presence reduces the heating value
of the sludge. Finally, incineration will convert the chromium in the
sludge to the toxic hexavalent state. Because of this, stack gas scrub-
bing and conditioning of the incinerated ash to immobilize chromium
prior to disposal would be required.
While conventional stack gas scrubbers should be effective in
this instance, chemical conditioning of the ash is an unproven technique.
There is no evidence that hexavalent chromium in the ash could be fully
immobilized by any available conditioning system. Thorough testing of
a proposed conditioning approach would be necessary to determine its
effectiveness.
The economics of incinerating this sludge are unappealing even if
we make the assumption that the solids content of the sludge will even-
tually be increased to 20 percent. Incineration (with energy recovery)
would require supplemental fuel equivalent to 500 gallons of oil per day.
This translates to an annual cost of greater than $50,000 for fuel alone.
Supplemental fuel requirements could be satisfied by other solid
wastes, for example, municipal refuse or sawmill by-products, which have
significant heating value. If 15 to 20 thousand pounds per day of
municipal refuse were used, they could supply sufficient energy to fully
combust the South Paris sludge.
There are, however, several constraints to implementing a combined
incineration program. Combined incineration requires more complex and
expensive waste handling and incineration equipment. It requires a
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consistent volume and mix of solid waste inputs seldom found in small,
nonurban areas. Finally, the costs of chemical ash conditioning would
be larger, since these are proportional to the quantity of ash produced.
In any case, combustion of other solid wastes would serve primarily to
subsidize costs for incineration of the sludge.
Estimated costs for incinerating the sludge alone are $600
thousand in initial expenses and $120 thousand per year for operating
costs, excluding ash disposal. The principal potential benefits are
minimization of water quality impacts (if Cr in the ash can be immobilized)
and significant reduction in land requirements for final solid waste
disposal.
2. Land Disposal
Land disposal falls into three broad classes: surface spreading,
area filling, and trenching. The choice among these methods depends
strongly on the character of the solids to be disposed and therefore on
the processes used to produce these solids.
In surface spreading, sludge is applied to existing land contours
in a relatively thin layer. It may be left on the surface or incorporated
in the soil by plowing. In either case, microbial decomposition breaks
down complex organic constituents to release basic nutrients such as
nitrogen, which are taken up by vegetation and built back into protein
compounds. When sludge has been stabilized, surface spreading may be
used for crops intended either for direct human consumption or for animal
consumption with appropriate precautions. Unstabilized sludge, however,
23
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contains pathogenic organisms and is typically used to condition soil for
crops such as legumes or grasses or with forest sites.
Area-filling involves the application of thick layers of sludge to
specially prepared sites. Layers of sludge and cover material may be
alternated until the site is fully utilized, after which a final layer
of cover material is spread and the area revegetated. Essentially the
same practice is followed in sanitary landfills for municipal refuse.
Because of the cover material, conditions within the sludge layers remain
largely anaerobic and decomposition occurs gradually, with no positive
effect on soils or vegetation.
Finally, sludge can be buried in trenches constructed specifically
for this application after which a suitable layer of cover material is
deposited. The principal distinction between area filling and trenching
is intensity of site utilization. Trenching involves a single layer of
sludge and requires that sufficient space be left between trenches to
avoid collapse of trench walls. Trenching is used primarily for sludges
that are insufficiently dense to be area-filled. It may also be used,
however, to limit the total loading of pollutants concentrated in a site.
In evaluating alternative combinations of these intermediate
process steps and final disposal methods, the most significant limiting
factor is the high chromium concentration in the current sludge. It
effectively eliminates the possibility of surface spreading. While plants
do not appear to concentrate or accumulate chromium, they will take it
up when exposed to high concentrations. The risks both to crops and
24
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ultimately to humans are uncertain, but sufficient to rule out this alter-
native.
EPA has not as yet established a maximum concentration for chromium
in kludges to be surface-spread. Their recommended levels for other heavy
metals, however, range from 10 ppm for mercury and cadmium to 2,000 ppm
fop zinc. Even 90% chromium removal from the South Paris sludge would
leave 7,000 ppm of Cr in the sludge, far in excess of acceptable levels
for other heavy metals. If surface spreading is unacceptable, composting
or anaerobic digestion of the sludge is unnecessary.
In addition, the current sludge has insufficient load-bearing capac-
ity to permit area filling. This is largely the result of its high water
content, and means simply that deposited sludge could not safely support
the weight of heavy equipment used in area filling. Thus, trenching is
the only viable land disposal method for the current sludge.
D. Sludge Trenching
Trenching of unconditioned sludge is the simplest disposal alternative.
The environmental impacts of sludge trenching, however, are highly situa-
tion specific. They depend on sludge composition, site characteristics,
and operating conditions.
Analyses of topographic, geologic, and soils data for South Paris
indicate that the town contains essentially two kinds of potential land-
fill sites. Upland areas on the sides and tops of hills on both sides of
the Little Androscoggin River represent one class of site. The hills are
composed of fissured bedrock overlain by a stratum of glacial till
a heterogeneous mixture of sand, gravel, and boulders. The till was
25
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compacted by glacial action and has very low permeability. However, its
upper surface has weathered since glaciation, leaving a permeable cover
from one to several feet in depth.
As a result, water from rainfall or spring thawing can percolate
only to the surface of the compacted till (or hardpan), after which it
flows downhill along this surface until it enters streams or the ground-
water system under the valley floor. Lenses of groundwater within a few
feet of the surface are therefore prevalent in upland areas.
Lowland portions of Paris constitute a second type of potential
site for land disposal. The lowlands lie on the valley floor of the
Little Androscoggin River Basin at the base of the surrounding series of
hills. In these areas, the bedrock and initial deposits of till have
been covered by sand and gravel carried by glacial melting. These sand
and gravel deposits can reach depths of 100 feet or more and are highly
permeable. Precipitation quickly percolates through this layer until
it intercepts the water table, typically at depths greater than 20 feet.
This groundwater flows eventually through the regional aquifer beneath
the Little Androscoggin River in a general southerly direction.
In terms of trenching of sludge, upland sites suffer from water
tables within a few feet of the surface. Soils of lowland sites have
the disadvantage of low content in constituents with significant cation
exchange capacity, i.e., materials that have the ability to react
chemically with and remove dissolved pollutants leached by percolating
water from sludge deposits.
26
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An alternative to trenching or burying the sludge at South Paris
would be utilization of a regional landfill for disposal of the sludge.
However, such an option is not available in the immediate future.
The general unsuitability of the South Paris area does not elim-
inate trenching of unconditioned sludge as a viable alternative. Rather,
it implies a need for detailed, situation-specific analyses to determine
if the kinds of landfill sites available in Paris are, or can be made,
environmentally acceptable. Such analyses, of course, require focusing
on specific parcels of land. The parcels selected were the A. C. Lawrence
site, a typical lowland area, and the Ryerson Hill site, a typical upland
area. Both sites had been subjected to previous study, establishing an
initial base of supportive data. The Lawrence site, furthermore, has
been the dumping area for some 20 years of tannery sludge and provided
the opportunity of direct study of the impacts of sludge under actual
conditions.
27
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IV. SLUDGE TRENCHING
A. The A. C. Lawrence Site
The A. C. Lawrence site, shown in Figure 1, lies between Oxford
Street to the east and the Little Androscoggin River to the west, about
3.5 miles (by road) from the treatment facility. It comprises some 49
acres owned by the A. C. Lawrence Leather Company. The company has
employed the site for disposal of sludge dredged from its holding lagoons
since the late 1950's. In 1975, however, the tannery wastewater was
diverted to the South Paris Water Pollution Control Facility.
The Paris Utility District's initial application to continue using
the site for sludge trenching was denied by the Board of Environmental
Protection on the basis primarily of soil conditions and proximity to an
aquifer. For the past two years, however, treatment plant sludge has
been trenched on the site under temporary permits.
The current investigation was aimed primarily at determining the
magnitude and extent of environmental impacts from historical use of
the site. It included analysis and characterization of:
geology and stratigraphy
e hydrology
soils composition and properties
pollutant mobility
groundwater quality
A full description of these analyses may be found in Appendix C.
28
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29
-------
Figure 2 shows the principal surficial features of the Lawrence
site, including the locations of historical sludge dumping areas and the
current trenching area. The general topography is irregular; a small
knoll rises some 60 feet near the center of the site, separating the old
and current fill areas. A small pond borders the northern edge of the
site.
Figure 3 is a larger scale map of the site and its surroundings
on which the locations of test wells are noted. The wells provided soil
and sediment samples, stratigraphic data, and heights of the water table;
several were also subjected to pumping tests to collect hydrological
information. The arrows superimposed on the map indicate the general
directions of groundwater flow.
Permeable sand and gravel deposits constitute the cover material
for most of the area. The knoll, however, represents an outcrop of
bedrock and impermeable till that serves as a hydrologic barrier, divert-
ing groundwater on its east side in a northerly direction. Near the
river, the barrier ends and the groundwater reverses its flow, moving
southerly under and on both sides of the river.
Groundwater lies under the historical dumping areas at depths of
20 to 35 feet and flows north. There is no permanent water table under
the current trenching area.
Groundwater quality was monitored at locations situated hydro-
logically downstream of the sludge disposal areas. These locations
included:
30
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PAGE NOT
AVAILABLE
DIGITALLY
-------
north of the historical dump areas (well #13)
west of the current trenching area (well #14)
e northwest of the Lawrence property, where the
groundwater has reversed its flow (wells 7, 8,
9 and 10).
In addition, test wells were drilled directly through a historical sludge
deposit (wells #17 and #18), and soils and groundwater were analyzed to
determine a vertical profile of pollutant concentrations beneath the
sludge.
These analyses revealed that the present quality of groundwater
in the general vicinity of, or directly under, the sludge disposal areas
is not significantly degraded. Only groundwater from well #7 showed
quality that was less than the general groundwater quality of the region.
This is an impact of the Norway municipal dump located about 400 feet
directly across the river rather than of sludge deposits on the
Lawrence site.
The absence of groundwater quality degradation at historical dump
areas appears to be a result of good permeability of the soils and of
large flows of groundwater in the area. High permeability on the site
allows rapid infiltration of rainwater, so that contact time with the
sludge is limited. The sludge itself, when wet, is relatively imperme-
able. Whatever leachate is generated, is substantially diluted by a
large volume of groundwater flow. The overall result has been little or
no deterioration of the groundwater quality at the Lawrence site.
Examination of soils at the historical dump site shows that
chromium is found throughout the sand down to the water table. The most
33
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probable origin of the vertical distribution of chromium at the old site
is filtering of wet sludge by the bed of sand on which it was deposited.
Contrary to current practice, older sludge was not dewatered. Effluent
from the tannery was allowed to settle in ponds and the wet sediment was
then removed and dumped at the Lawrence site. It is probable that appre-
ciable liquid flowed from the sludge eventually entering the groundwater.
Particles containing chromium were carried downward by this flow, aided
perhaps by infiltrating rainwater, and some were trapped and accumulated
at the water table. However, chromium in these particles has remained
insoluble and did not degrade water quality.
Currently produced sludge is not expected to follow this behavior.
After centrifuging, the physical characteristics of the sludge are essen-
tially those of a gel. Accordingly, no liquid flow from the sludge is
expected nor is it likely that rainwater will percolate through the sludge.
Most likely, infiltrating rainwater will flow along the surface and sides
of current sludge deposits. Accordingly, these deposits are expected to
generate much less seriously contaminated leachate than was probably the
case with the historical deposits at the Lawrence site.
The principal conclusion of these analyses is that the Lawrence
parcel and its immediate surroundings are an acceptable location for
trenching the sludge.
The parcel of land currently owned by the A. C. Lawrence Company
contains insufficient land for long term (20 years) operation. Because
of the irregular topography, and ledge outcrops and large boulders on
the knoll, only some 15 acres of useable land remain. At present sludge
34
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production volumes, this represents a very limited operating life. Land
available to the south of the Lawrence parcel with similar geologic and
hydrologic properties could provide sufficient area for expansion of the
site to meet a 20-year design life.
Initial costs for continued use of the Lawrence site (including
expansion) are estimated to be $36,000. Total operating costs for the
site are approximately $25,000 per year. Table 1 provides a breakdown
of these cost estimates.
B. The Ryerson Hill Site
The Ryerson Hill site was analyzed intensively prior to and during
the Public Hearings for use as a sludge disposal site. The principal
focus of the current study, therefore, was a review and independent
evaluation of previously collected data, analyses, and conclusions.
The Ryerson Hill parcel, shown in Figure 4, lies some 8 miles
(by road) from the treatment facility, in the northeastern corner of
Paris. It is at an elevation of 1,000 to 1,150 feet above sea level, on
the northern side of Ryerson Hill, some 600-800 feet above the elevation
of the treatment facility.
Figure 4 displays the principal surficial features and topography
of the general area near the site. The terrain at the site is regular,
sloping gently downward to the north at an average 5 percent grade. The
site contains some 52 acres of land.
Results of test augering confirm the geologic and hydrologic
pattern expected of upland areas. The initial soil horizon contains
35
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Table 1
Cost Estimates for Lawrence Site Sludge Trenching
Capital Costs-*-
Land^
Excavation and
Clearing
Miscellaneous Site
Preparation
Monitoring Wells
Engineering
Contingency^
Total
$ 7,000
10,000
3,500
3,000
10,000
2,650
$36,150
Operating Costs^
Trucking^ $ 4,400
Labor0
Clearing
Miscellaneous
Total
15,000
4,500
1.000
$24,900
Excludes currently owned container truck and backhoe.
^Assumes 35 additional acres purchased at $200/acre.
3
Estimated as 10% of engineering and site preparation costs.
Excludes backhoe costs.
'Assumes 70 miles per day, 5 days per week, 50 weeks per year with truck
operating cost of $0.25 per mile (total rounded to nearest $100).
3
Assumes full-time backhoe operator and half-time container truck operator
(operator has other duties at treatment plant); salaries and fringe
benefits at $10,000 per year per man.
36
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37
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moderately permeable sand silt mixtures and silts. Lenses of groundwater
move through this stratum, frequently within 15 inches of the surface.
Beneath this water, starting at depths of 2 to 5 feet, there is highly
impermeable hardpan, underlain, in turn, by bedrock. Groundwater in the
upper soil stratum moves downhill, eventually entering several streams
and brooks to the north.
Lowering the perched water table would be a necessary first step
if the Ryerson Hill parcel were to be used for sludge trenching. To
accomplish this, a drainage system was designed to intercept surface and
perched groundwater flows upstream of the site, redirect them along the
site peripheries, and eventually discharge the intercepted water below
the landfill area at the site's northern boundary. The design included
an 8 foot buffer zone between the peripheral drains and the closest sludge
trenches.
This engineering plan was a focus of controversy during hearings
on the Ryerson Hill site. Of principal concern were:
the efficacy of the groundwater control system
leachate movement through the buffer zone into
the peripheral drains
impacts of lowering the groundwater table on
surrounding areas.
These issues are discussed in detail in Appendix D. The following con-
clusions are relevant.
A properly designed and constructed system for groundwater control
can be effective. However, major problems can arise if groundwater
originating in bedrock fissures, possibly under pressure, is encountered
38
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on the site, since such sources would be isolated by hardpan from the
drains. While there is no specific evidence of any connection between
bedrock-contained groundwater and the perched water table on the Ryerson
Hill site, such occurrences are not uncommon in upland portions of the
region. They are difficult to identify in advance. If such springs are
present, they could render portions, or conceivably all, of the site
unsuitable for sludge trenching.
Assuming that the drainage system operated effectively, leachate
would still be generated as a result of precipitation on the site itself.
Rain will infiltrate the upper soil horizon and drain along the surface
of the hardpan, across the top of trenched sludge, and into the peripheral
drains. Contact time between this water and the sludge will be relatively
long, because the path of flow lies along the length of each trench (40
feet). At the same time, however, there may be ample opportunity for
leachate contact with the soils in the buffer strips separating the
peripheral drains from the nearest trenches, and throughout the site.
Therefore, the quality and composition of the resulting water flowing
from the site are difficult to predict.
The impact of removing the perched groundwater on surrounding areas
should be relatively small. Although the peripheral drains would be 11
feet deep, they would actually drain only the upper 2 to 5 feet. The
probable change in hydrostatic head is thus a few feet, with correspond-
ingly small effects on the surrounding water table. It should be noted
that the principal mechanism for draining the site itself is interception
and diversion of flow from upstream. The conclusion that effects on the
39
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surrounding water table are relatively small does not, therefore, mean
that the drainage system would be ineffective. It should also be noted
that the effect of the peripheral drains on surrounding areas will be
nearly as pervasive as on the site, i.e., drainage will be approximately
symmetrical.
On the whole, then, the Ryerson Hill site could be operated in an
environmentally acceptable fashion. Leachate quality would have to be
monitored and if a 'bathtub' condition appears to be developing for the
trenched sludge, special measures would have to be taken. This conclu-
sion assumes no extensive interactions between the perched water table
and any groundwater contained in the underlying bedrock. Isolated inter-
actions could be controlled on a case by case basis, with some loss of
available land and at addition expense. The only practical means of
determining the extent of such interactions is to attempt to drain the
site as planned. Clearly, this is a costly way of establishing whether
the site is acceptable.
The risks noted above are difficult to incorporate in a formal
way in cost estimates for the site. Table 2 presents estimated initial
and operating costs if the drainage system operates as designed. The
drainage system itself is the most expensive item. Further, the distance
of the site from the treatment facility is large enough to require a
storage and maintenance garage for heavy equipment at the site as well as
the use of two container trucks to transport sludge. Initial and operat-
ing costs for the Ryerson Hill site are estimated to be significantly
40
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Table 2
Cost Estimates for Ryerson Hill Site Sludge Trenching
Capital Costs
Land2 $ 10,400
Excavation and
Clearing 10,000
Drainage Ditch
Construction 55,000
Drain Piping 4,000
Maintenance Building
and Slab 20,000
Sand and Gravel
Ditch Filler 2,000
Miscellaneous 3,500
Container Truck 25,000
Engineering 15,000
Contingency^ 11,000
Total $155,900
Operating Costs^
Trucking
Labor**
Clearing
Miscellaneous
Total
$10,000
25,000
4,500
2,000
$41,500
Excludes currently owned backhoe and one container truck.
I
Purchase price.
^Assumes 10% of engineering and site preparation costs (rounded).
\
Excludes backhoe costs.
'Assumes 160 miles per day, 5 days per week, 50 weeks per year with
truck operating cost of $0.25 per mile.
^Assumes full-time backhoe operator, one full-time container truck
operator, and one half-time container truck operator (who has other
duties at treatment plant); salaries and fringe benefits assumed at
$10,000 per year per man.
41
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higher than for the Lawrence site. The major risk, of course, is that
expenditures for the drainage system some $60,000 could be wasted.
A similar risk, however, will probably exist for other upland sites.
42
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V. ENVIRONMENTAL IMPACTS
A. Cost Effectiveness and Environmental Risks
Each of the alternatives discussed is, in a broad sense, environ-
mentally acceptable. Their cost-effectiveness and the uncertainties or
risks they present are summarized in Tables 3 and 4.
Because the current sludge is relatively stable and its constit-
uents largely immobile, chemical conditioning and incineration would
impose major costs with little reduction of environmental risks. The
principal potential cost advantage reduction in land requirements for
a final dipsosal area is insufficient in this instance to offset the
extra expense of incineration. Further, uncertainties remain as to the
combustion properties of the sludge and the efficacy of conditioning the
ash.
Trenching in a special landfill is clearly the least costly dis-
posal method. The use of an upland site, like the Ryerson Hill parcel,
involves substantial costs for groundwater control. The principal
environmental risk would be failure of the control system, in which case
significant contamination of streams and brooks below the site may occur.
Data collected in this study show that significant deterioration
of groundwater quality did not occur at the Lawrence site even with wet
sludge haphazardly deposited on the site. The risk of adverse impacts
on groundwater is less with currently produced sludge and with suitable
operating precautions. Sludge trenching at the Lawrence site has lower
43
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Table 3
Cost Comparison of Viable Alternatives
. Trench Current
Sludge
Incinerate
Landfill
Sludge,
Ash
Condition and Landfill
Sludge
Alternative
At
Lawrence
Site
At
Ryerson Hill
Site
At At
Lawrence Ryerson Hill
Site Site
At
Lawrence
Site
At
Ryerson Hill
Site
Capital Costs ($ thousand)
at Treatment Plant
at Landfill Site
36
156
600
36
600
156
200
36
200
156
Total
36
156
636
756
236
356
Operating Costs ($ thousand/yr)
at Treatment Plant
at Landfill Site
25
42
120
23
120
37
160
25
160
42
Total
25
42
143
157
185
202
Projected Landfill
Site Life (years)
15-20
15-20
30-40
30-40
20-25
20-25
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Table 4
Comparison of Uncertainties of Viable Alternatives
Alternatives
Uncertainties
Comments
Principal
Operating Uncertainty
Principal
Environmental
Uncertainty
Form Magnitude
Form Magnitude
Trench Sludge at
Lawrence Site
Trench Sludge at
Ryerson Hill
Incinerate Sludge,
Landfill Ash
Groundwater Control Moderate
Combustion Properties Moderate to
of Sludge, Effective- High
ness of Ash Condi-
tioning
Groundwater Low
Contamination
Stream Low
Contamination
Groundwater or High
Stream Con-
tamination
No significant impact of old
sludge deposits
Groundwater control problems
could increase costs, but
their solution would elim-
inate most environmental
uncertainties
Environmental uncertainty
higher because ash would
contain hexavalent chromium
-------
cost than at upland locations. Accordingly, it seems desirable to extend
the geologic and hydrologic studies to areas immediately south of the
A. C. Lawrence site in order to establish whether continued use and
expansion of the site is feasible and desirable.
B. Environmental Impacts of Sludge Trenching
Certain impacts of sludge trenching are general while others are
site-specific. The land employed for sludge trenching will be, from a
practical viewpoint, permanently committed to that use. The buried sludge
decomposes slowly; total decomposition will take several decades. Further,
the concentration of chromium beneath the site will remain above ordinary
levels much longer. Ultimately, of course, the area can be reclaimed, but
when this might be possible is uncertain.
Sludge trenching will disrupt habitats of wildlife species occupy-
ing the selected site. Potentially affected species include deer, ruffed
grouse, fisher woodcock, and pheasant. The disruption will be limited to
the site itself. The surrounding areas include ample resources to support
displaced wildlife populations. No endangered species are known to be
involved.
The aesthetic impact of sludge trenching can be slight if the site
is relatively isolated, with little direct visual contact to residences,
businesses, or public roads. Open sludge trenches produce some odor,
noticeable on the site itself, but daily covering minimizes this effect.
Covered trenches produce no noticeable odor. Heavy equipment noises will
occur on-site, but will be highly localized. Trees in the immediate
46
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vicinity of trenches will have to be removed and this area should remain
cleared for the foreseeable future. However, grass can be planted over
the trenches and the periphery of the site can be kept forrested to
minimize visual impacts.
Site specific effects include effects on water quality, effects
arising from trucking the sludge to the site, and energy consumption
associated with transporting and handling the sludge. A choice of an
upland site, such as Ryerson Hill, entails longer hauling trips. It
implies, therefore, higher energy consumption and greater noise and
visual impacts on residential areas of South Paris. Choice of a lowland
site, such as the A. C. Lawrence site, reduces such impacts.
Potential water quality impacts depend on site location. In the
case of an upland site, potential effects are on water quality of surface
streams. As discussed in some detail earlier, potential impacts can be
minimized or eliminated by proper engineering design at the Ryerson Hill
site.
Water quality impacts at a lowland site include potential effects
on the Little Androscoggin River and on groundwater flowing beneath such
areas. The evidence gathered during this study suggests that sludge
disposal at one lowland site, the A. C. Lawrence site, had no significant,
permanent effect on groundwater quality. Impacts on the Little Androscoggin
River, if any, are totally overwhelmed by effects of the direct discharge
into the river of the effluent of the wastewater treatment plant.
47
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C. Other Considerations
Irreversible or irretrievable commitment of resources for land
trenching are limited to the site itself which will not be useable for
other purposes for the foreseeable future. A long range productivity
loss from commitment of this resource is more than balanced by conserva-
tion of resources implied by the choice of trenching over other methods
of disposal, for example, incineration.
Impacts on archeological resources depend on the site chosen.
Neither the A. C. Lawrence nor the Ryerson Hill site has any archeological
significance (see Appendix G).
48
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APPENDIX A
CHARACTERIZATION OF SLUDGE DISPOSED BY THE SOUTH PARIS
WASTE WATER TREATMENT PLANT
-------
TABLE OF CONTENTS
APPENDIX A
Section Page
1. Physical Characterization A-l
(a) Solids Content A-3
(b) Non-volatile Solids A-3
(c) X-Ray Analyses A-3
2. Chemical Composition A-5
(a) Metals Content. . A-5
(b) Other Constituents A-5
3. Chemical Reactions of the Sludge A-5
4. Summary A-13
A-i
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LIST OF FIGURES
Figure Page
Fig. A-l Titration curve for a suspension of dried sludge in
water (0.5g solids dry weight in 25 cc of water). . . A-ll
Fig. A-2 Titration curve for a suspension of sludge in water
(0.5g solids of dry weight in 25 cc of water) .... A-12
LIST OF TABLES
Table Page
A-l Solids Content A-2
A-2 Non-Volatile Solids Content of Sludge A-4
A-3 Composition of Non-Volatile Solids A-4
A-4 Analyses of Metal Content of Sludge A-6
A-5 South Paris Treatment Facility Sludge Analysis
Summary A-7
A-6 Nitrogen Distribution in Sludge A-8
A-7 Water Soluble Cations Extractable from Sludge
Composite Sludge Sample of 10/27/76 A-10
A-8 Dissolved Chromium Extractable from Sludge A-14
A-ii
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APPENDIX A
CHARACTERIZATION OF SLUDGE DISPOSED BY THE SOUTH PARIS
WASTE WATER TREATMENT PLANT
The sludge produced by the South Paris wastewater treatment plant
is mainly a tannery waste. According to the design goals for the plant,
primary sludge (3 to 6% solids) was to be dewatered by centrifuging to
30 to 35% solids; the waste activated sludge (1% solids) was to be
dewatered to 12% to 13% solids. The combined sludge was expected to con-
tain about 22% solids.
The design goals have not been met as yet (1976). Dewatered
primary sludge samples taken during October 1976 had solids contents of
about 14% (see Table A-l). Secondary sludge was not produced; the plant
was bulking and secondary sludge was wasted into the effluent. Accordingly,
the description of the sludge given below refers to primary sludge only.
However, since primary sludge is expected to constitute over 90% of the
sludge to be produced when the plant is in full operation, the results
given below should be representative, particularly in terms of chemical
composition, of the sludge to be produced eventually by the plant.
1. Physical Characterization
Samples of sludge were obtained on 10/6/1976, 10/27/1976 and
10/28/1976. As noted above, all were samples of primary sludge, that is,
did not include solid waste from the secondary (biological) stage. The
sample of 10/6/1976 was a grab sample taken from a trench at the A. C.
Lawrence landfill site. The samples of 10/27/1976 and 10/28/1976 were
obtained at the plant (sampling every 2 hrs) and mixed into composites
for each of these two days of operation.
A-l
-------
Table A-l
Solids Content(1)
Date
Sample
% Solids
10/06/76
Grab
12.0
10/27/76
Grab-1
13.4
Grab-2
13.1
Grab-3
13.7
Grab-4
13.9
Grab-5
14.0
Grab-6
14.3
Grab-7
14.1
Composite
13.8
10/28/76
Grab-1
14.4
Grab-2
14.2
Grab-3
13.4
Grab-4
13.3
Grab-5
15.4
Composite
14.1
Solids content was determined by drying at 105-
110ฐC for 24 hrs. No difference was found when
the drying time was extended to 48 hrs.
-------
(a) Solids Content
Solids content was determined by drying to constant weight at 105-
110ฐC. In general, 24 hrs of heating was sufficient, no difference in
weight being observable when the drying time was extended to 48 hrs.
The solids content ranged from 12.0 to 15.4% by weight. The
average solids content (composite samples) was about 14%. Information
provided by the plant suggests that the level of solids content has not
changed significantly from 14% over its approximately one year of operation.
(b) Non-volatile Solids
Non-volatile solids were determined by heating to 600ฐC until
constant weight was achieved. This temperature is somewhat above the
decomposition temperature of CaCO^ (the dissociation pressure of CaC03
at 600ฐC is 3 mm Hg of CX^) and some decomposition of CaCO^ probably
occurred. Results, summarized in Table A-2, show that approximately 35%
of the dry solids are inorganic (non-volatile), the balance being pre-
sumably organic material.
Table A-3 also shows the distribution of inorganic, non-volatile
matter derived from the chemical analysis (see Section A-2 below) assuming
that after heating to 600ฐC, Ca is present essentially as CaCO^, Cr as
^r2^3' aS ^e2^3' aS an(^ Na as NaC^-* T^e contribution of other
constituents (essentially Cu, K, Mn, Pb and Zn) is less than 0.15 wt% and
can be neglected in the mass balance. As can be seen from Table A-3,
non-volatile solids derived from the chemical analysis amount to about
36%, in good agreement with the value of 35% determined directly. The
slightly greater value obtained from the chemical analysis suggests some
decomposition, as expected, of CaCO^ to CaO upon ignition to 600ฐC. If
this discrepancy were entirely due to this source, it would imply about
10-20% conversion of CaCO^ to CaO upon heating at 600ฐC.
(c) X-Ray Analyses
Both wet and dried sludge was examined by X-ray analysis. Well-
0
defined lines corresponded to CaC03. A weak peak at 3.34 A may be due to
A-3
-------
Table A-2
Non-Volatile Solids Content of Sludge^)
Date Sample % Non-Volatile Solids
10/06/76 Grab 35.5
10/28/76 Composite 33.1
Determined by heating to constant weight at 600ฐC.
Percentages are based on dry solids content of
sludge.
Table A-3
Composition of Non-Volatile Solids
Element^
Assumed
% Wt
Compound
% Wt
Ca
4.57
CaC03
11.4
Cr
7.34
Cr203
21.4
Fe
0.27
Fe203
0.8
Mg
0.16
MgO
0.3
Na
1.02
NaCl
2.6
Total
36.5
^Percentages are based on dry weight.
(2)
Determined by chemical analysis of sludge.
A-4
-------
Cr(0H)3- A very broad peak (14ฐ<20<24ฐ) may be due to amorphous chromium
hydroxide.
2. Chemical Composition
(a) Metals Content
Potentially hazardous wastes of tannery sludge are chromium, copper,
lead and zinc ("Assessment of Industrial Hazardous Waste Practices -
Leather Tanning and Finishing Industry," SCS Engineers Inc., EPA Contract
68-01-3261, September, 1976). Accordingly, the sludge produced by the
South Paris wastewater treatment plant was analyzed for these metals,
and for other metals which may be present, by atomic absorption. The
results of the analyses are given in Table A-4. As noted previously, the
major constituents (Ca, Cr, Fe, Mg and Na) account quantitatively for the
non-volatile solids content of the sludge.
(b) Other Constituents
Sludge samples were also analyzed for ammonia and Kjeldahl nitrogen,
for total phosphorous, for sulfide, and for chloride. All analyses were
done in triplicate. Standard methods ("Standard Methods for the Examina-
tion of Water and Wastewater," 13th Edition, American Public Health
Association, Washington, D.C., 1971) were followed. The chloride analysis
was carried out by potentiometric titration with AgNO^ of aliquots of a
solution obtained by extracting 3 g of wet sludge with 100 ml of water in
a soxlet extractor. Results are given in Table A-5. The nitrogen
distribution is given in Table A-6.
3. Chemical Reactions of the Sludge
A major area of concern is the nature and quantity of constituents
of the sludge that may be leached by rainwater or groundwater. Following
suggestions of the Department of Environmental Protection of Maine (see
Application for Approval of Municipal Treatment Plant Sludge Disposal
Sites), we determined "water soluble cations" by extracting 50 g of wet
sludge with 500 ml of distilled water for 16 hrs (with stirring). At the
A-5
-------
Table A-4
Analyses of Metal Content of Sludge^)
Milligrams per Kilogram (or ppm) of Dry Weight
10/06/76 10/27/76 10/28/76
Grab Sample Composite Sample Composite Sample
Arsenic
6.8
Calcium
57,200
47,000
45,700
Cadmium
1
4
0
Chromium
73,400
71,400
73,400
Copper
121
171
128
Iron
2,690
2,600
2,690
Lead
338
488
518
Magnesium
1,870
1,670
1,643
Manganese
155
127
122
Mercury
-
-
0.65
Nickel
19
12
17
Potassium
611
370
366
Sodium
10,120
9,480
10,200
Zinc
152
134
154
^By atomic absorption using a Perkin-Elmer 560 spectro-
photometer with flameless attachment.
A-6
-------
Table A-5
South Paris Treatment Facility
Sludge Analysis Summary
10/27/76 10/28/76 10/6/76
Composite Composite Grab Sample
pH(1) 7.5-8.0 7.5-8.0 7.5-8.0
% Solids (105-110ฐC) 13.8 14.1 12.0
(dry weight)
Nonvolatile Solids (600ฐC) - 33.1 35.5
(% dry weight)
Total Nitrogen 4.2 3.1
(% dry weight)
Total Chloride 2.0 2.0
(% dry weight)
Total Phosphorous <<0.15 <<0.15
^Wet sludge mixed with doubly distilled water at 25ฐC.
A-7
-------
Table A-6
Nitrogen Distribution in Sludge
Ammonia Nitrogen (N)
Kjeldhal Nitrogen (N)
Nitrate Nitrogen (N)
Nitrite Nitrogen
^^Composite sludge of 6/22/77 with
of 13.2 ฑ 2%.
Milligrams per Kilogram
of Wet Weight^)
1,480
2,460
8.6
1.3
dry solids content
A-8
-------
end of this time, aliquots of the suspension were filtered through a 0.45
micron membrane filter and the filtrate analyzed for heavy metals. Results
are shown in Table A-7. As can be seen from the table, some chromium and
zinc were dissolved by this procedure. Since chromium is a potentially
hazardous constituent, further characterization of its tendency to dis-
solve from the sludge was carried out.
Since it is likely that the amount and rate of extraction of heavy
metals are sensitive functions of pH, the buffering capacities of wet and
dry sludge were determined by titration with dilute acid of a suspension
of 0.5 g of the sludge (on a dry weight basis) in 25 cc of distilled 1^0.
Results, given in Figures A-l and A-2, show that there is little buffering
capacity at pH's above 7, but there is some buffering capacity about pH
5.5. There is no significant difference between dilute HC1, HNO^ or
t^SO^ as the titrating acids. There is, however, a significant difference
between wet and dry sludge - the latter having significantly less buffer-
ing capacity at high pH's. It is probable that drying at 105-110ฐC
volatilizes amines and thereby decreases the basicity of the sludge. Such
loss of basic capacity may also occur after drying at room temperature
(except that the time interval for drying at room temperature would be
much longer).
Extraction of chromium from wet sludge was studied in some greater
detail. Sludge samples were suspended in distilled water and the pH
adjusted to a desired value within 6 to 8 by addition of dilute HC1. After
equilibration, the amount of Cr in solution was determined by filtering
the suspension through a 0.45 micron membrane filter and analyzing the
filtrate by atomic absorption. The relative amounts of sludge and water
and the equilibration time (2 hrs to 3 days) had little influence on the
amount of chromium found in solution. The determining factor was the pH
of the suspension: progressively larger amounts of chromium are found
A-9
-------
Table A-7
Water Soluble Cations Extractable from Sludge(1)
Composite Sludge Sample of 10/27/76
Concentration in Filtrate, ppm
Run 1
Run 2
Chromium
0.02
0.06
Cadmium
<0.01
<0.01
Copper
<0.01
0.01
Lead
<0.2
<0.2
Nickel
<0.01
<0.01
Zinc
0.01
0.02
Fifty grains of wet sludge extracted with 500 ml
distilled water for 16 hrs at room temperature.
Suspensions were filtered through a 0.45 micron
membrane filter and filtrate analyzed by atomic
absorption.
A-10
-------
>
I
I 1
DRIED SLUDGE
0.5 g SOLIDS (DRY WT)
SUSPENDED IN 25 cc HpO
hL SO
ฐ 4.0
MILLl-EQUIVALENTS ACID
Fig. A-l: Titration curve for a suspension of dried sludge in water (0.5g solids dry weight in 25 cc
of water).
-------
:>
h-ป
ro
9.0
8.0
r
10
T
T
T
0.5 g SOLIDS (DRY WT) .
SUSPENDED IN 25 cc H20
DC 5.0
O 4.0
DRIED
0.5
1.0
1.5
2.0
2.5
3.0
3.5
MILLI-EQUIVALENTS H2S04
Fig. A-2: Titration curve for a suspension of sludge in water (0.5g solids of dry weight
in 25 cc of water).
-------
in solution as the pH is lowered from 8.0 to 6.25. Results are given in
Table A-8.
A series of extractions were also carried out with solutions
containing 500 ppm and 2000 ppm of (NH^^SO^. Again, the pH of the
suspension was the determining factor for the amount of chromium in
solution. These results are also given in Table A-8.
4. Summary
The sludge contains approximately 14% solids, the balance being
water. Of the solids, about 35% are non-volatile, the remainder being
volatilized at 600ฐC. Of the non-volatile solids, about 90% are chromium
and calcium compounds and the remainder is accounted for by iron, magnesium
and sodium salts.
Trace elements in the sludge include about 150 ppm Cu, 400 ppm
Pb, 150 ppm Mn and 150 ppm Zn, all on a dry weight basis. Total nitrogen
is about 3 to 4%. Sulfide content is about 125 ppm and chloride is 2000
ppm. The total phosphorous content is negligible.
The amount of chromium extracted from the sludge depends strongly
on the pH of the extracting solution. At pH's 7 to 8, the concentration
of dissolved chromium is less than 50 parts per billion. At a pH of 6,
about 200 parts per billion (0.2 ppm) are found in solution.
The buffering capacity of the sludge is slight above a pH of 6.0.
There is some buffering capacity of wet sludge at pH's around 5, but it
diminishes significantly upon drying.
A-13
-------
Table A-8
Dissolved Chromium Extractable from Sludged)
A. Water Soluble
pH Temp Dissolved Cr
(ฐC) (ppm)
6.25 25 0.21
6.75 25 0.08
7.25 25 0.04
8.00 25 0.02
B. "Rain" Soluble
1. 500 ppm (NH4)2S04
pH Temp Dissolved Cr
(ฐC) (ppm)
5.94 25 0.60
6.51 25 0.35
6.70 35 0.23
2. 2,000 ppm (NH^)2SO4
pH Temp Dissolved Cr
(ฐC) (ppm)
7.85 25 0.03
7.85 35 <0.01
(1)
Nominal ratios of sludge to solution were lOg of wet sludge
in 100 ml of distilled water or (NH^^SO^ solution.
A-14
-------
APPENDIX B
CHROMIUM CHEMISTRY AND TOXICITY
-------
TABLE OF CONTENTS
Section Page
1. Chromium Chemistry B-l
(a) Cr(III) Chemistry B-l
(b) Cr(VI) Chemistry B-2
(c) Redox Reactions and Exchange Between Cr(III) and Cr(VI). B-6
2. Biological Effects of Chromium Compounds B-7
REFERENCES B-10
B-i
-------
APPENDIX B
CHROMIUM CHEMISTRY AND TOXICITY
1. Chromium Chemistry
The chemistry of chromium for all practical cases is the chemistry
of its three common oxidation states, Cr(0), Cr(III) and Cr(VI). The
metal, Cr(O), is resistant to oxidation because of the formation of a
superficial oxide which is highly stable, except at high temperatures
where appreciable bulk oxidation occurs. The environmental and health
chemistry of chromium concerns therefore reactions and biological effects
of Cr (III) and Cr(VI).
(a) Cr(III) Chemistry
The chemistry of the Cr(III) state is dominated by the well-defined
octahedral coordination of this valence of chromium (1). Its solution
chemistry is almost exclusively coordination chemistry. The number of
possible complexes is enormous since any compound capable of acting as a
Lewis base is potentially a complexing agent for Cr(III).
The simple hydrated ion exists at room temperature in solutions of
some anions (nitrate, perchlorate), but if sulfate or chloride are present,
they enter the complex with displacement of water. Complexes are formed
with organic acids (formic, acetic, oxalic and the hydroxy acids) and are
sufficiently stable to hinder or prevent the precipitation of Cr(III) as
hydrous oxide by alkalies. Other organic ligands which combine the
functions of a monobasic acid and a bidendate ligand (e.g., acetylacetone)
give extremely stable complexes which are insoluble in water and can be
melted and distilled at atmospheric pressure without decomposition. Such
complexes are generally soluble in organic solvents.
B-l
-------
I I
Basic ions of chromium (e.g., Cr(0H)(H20)5 ) polymerize upon
standing with the formation of -OH or -0 bridges. These processes (olation
and oxolation) lead to precipitation of hydrous oxide which loses water
upon standing or at elevated temperatures, to yield a less hydrated ma-
terial (or anhydrous upon ignition).
Freshly precipitated hydrous chromic oxide redissolves in excess
alkali. The simple aquo-complex is acidic (pK ^4) and the polynuclear
complexes of "chromium hydroxide" are also acidic, but with considerably
greater pK values.
The solubility product of Cr(0H)_ at room temperature is generally
-31
given as K = 6 x 10 . The concentrations of various species in solu-
sp
tion are given as functions of pH in Table B-l and the total amount of
dissolved chromium is shown as a function of pH in Figure B-l. The
minimum amount of dissolved chromium in equilibrium with solid Cr(OH)
_7 3
occurs at a pH of about 8 and is about 6 * 10 M (i.e., about 0.03 ppm as
Cr).
Oxidation of Cr(III) to Cr(VI) in aqueous solution can be affected
with such oxidants as hypochlorite, peroxide, and oxygen or air. Cr(III)
is more difficult to oxidize in acid solutions; such oxidations require
strong oxidizing agents, for example, perchloric acid or lead dioxide.
The thermodynamic relations among the various oxidation states of chromium
are depicted over the whole range of oxidation potentials and pH values
in Figure B-2.
(b) Cr(VI) Chemistry
The other commonly encountered oxidation state of chromium, Cr(VI),
includes chromic acid and various chromate salts. Chromic acid is a
fairly strong, dibasic acid (first dissociation constant about 2 * 10
second dissociation constant 3 * 10 V At high concentrations of chromate
and low pH, the dichromate (C^O^) is formed. Chromates and dischromates
are strong oxidants, particularly in acid solutions.
B-2
-------
Table B-l
Solubility Relations of Cr(0H)3 (Ref. 2)
Equilibria and Equilibrium Constants
Cr (OH) 3 t Cr+3 + 30H" Kso
Cr3+ + H20 Z CrOH2+ + H+ Kx
CrOH2+ + H20 t Cr (OH) 2+ + H4" K2
Cr(OH)3 + OIT t Cr(OH)4" K3
where
Kso = [Cr3+][OH"]3
Kx = [CrOH2+] [H*]/[Cr3+]
K2 = [Cr(OH)2+][tTf]/[CrOH2+]
K3 = [Cr(OH)4-]/[OH~]
Values of Kso range from log Kso = -29.8 to -30.7 at 25ฐC
Values of range from log = -3.80 to -4.40 at 25ฐC
Values of K2 range from log K2 = -6.22 to -6.60 at 25ฐC
Values of K3 range from log K3 = -0.4 to -1.20 at 25ฐC
The amount of dissolved Cr(III) at any given pH is the sum
Total Cr(III) in solution = [Cr3+]+[Cr0H2+]+[Cr(0H)2+]+[Cr(0H)4_]
Figure B-l was calculated with the following choices of equilibrium
constants:
Kso = 10~30; Kx =10-4; K2 = 10~6-30; K3 = 10-1
B-3
-------
w
1
-p~
O
sซ
o ~
tn
0) v-
- CO
O UJ
o
o
- 10.0 -
Fig. B-l: Dissolved Cr(III) in equilibrium with Cr(OH)^.
-------
CALCULATED FIELD BOUNDARIES
ASSUME ACTIVITIES OF AO. SPECIES =I0~6M
HCrQ
V
UPPER HoO STABILITY
v
3 +
Cr(OH)i
V
CrO.
V,
LOWER
v. H20 STABILITY
\
2+
2+
Cr(OH),
I 2 3 4 5 6 7 8 9 10 II 12 13 14
PH
Fig. B-2: Equilibrium Eg-pH diagram for chromium.
B-5
-------
Since Cr(VI) compounds in aqueous solutions are almost entirely
in the form of oxyanions, they do not complex appreciably. They are
generally reactive towards organic matter, and are thereby reduced to the
Cr(III) state. However, if the concentration of oxidizable substances
is low, Cr(VI) may persist in a natural aqueous environment for long
periods of time.
(c) Redox Reactions and Exchange Between Cr(III) and Cr(VI)
Oxidation of Cr(III) to Cr(VI) involves an overall change of 3
units in oxidation state and is relatively slow (3,4). It appears to
proceed by a succession of 1-equivalent steps, the slow step probably
corresponding to the Cr(IV)-Cr(V) change. The slowness of this reaction
may be associated with a change of coordination number from 6 in Cr(IV)
to 4 in Cr(V) (Ref. 3,4).
Air oxidation of Cr(III) to Cr(VI) is strongly favored thermo-
dynamically at all but the most acidic pH values. However, the kinetics
are expected to be slow, although no extensive studies of the mechanism
of this reaction have been reported.
A study of oxidation of Cr(III) by dissolved 0^ (4) showed that the
rate was slow (3% in 30 days) with a high activation energy (^22 kcal/mol).
The rate was not sensitive to pH (6 to 10) and was unaffected by sand, ben-
tonite, or Fe(OH)^ (4). Catalysis by a uniform suspension of Mn02 was
noted in the laboratory, but not in natural waters where apparently its
| | j |
effect is suppressed by cations (Ca , Mg ) or other inhibitors.
The slowness of reactions involving oxidation of Cr(III) to Cr(VI)
is in agreement with observations on the rate of exchange between Cr(III)
and Cr(VI). Elevated temperatures 0vLOOฐC), high concentrations and
extended reaction times are required to establish isotopic equilibrium (5).
The rate expressions suggest that the rate-determining step involves
exchange between Cr(V) and Cr(IV), the exchange between the pairs Cr(VI)-
Cr(V) and Cr(IV)-Cr(III) being relatively rapid.
B-6
-------
Oxidation rates of Cr(III) in solution may also depend on aging of
Cr(III) in neutral or alkaline solutions (6). The detailed nature of
changes of Cr(III) are not known, but it is fairly certain that Cr(III)
polymerizes by forming hydroxy- and oxy-bridges. Such polymerization
reduces significantly the reactivity of Cr(III).
The photochemistry of Cr(III) complexes (7) generally consists of
substitution or substitution related reactions uncomplicated by redox
processes, except for wavelengths in the UV (254 mil or shorter wavelengths).
2. Biological Effects of Chromium Compounds
The environmental effects of chromium have recently been reviewed
in detail by the U.S. National Academy of Sciences in 1974 (8) and by the
National Research Council of Canada in 1976 (9). The present report is
based on these reviews, supplemented by recently published papers. As-
pects of chromium chemistry and toxicity particularly relevant to the
situation in South Paris are emphasized.
Chromium compounds are widely distributed in the environment, and
their presence is not solely a result of human activity. Chromium is an
essential trace element for many species, including man. However, in
unpolluted environments the level of Cr is quite low, typically less than
10 ppb (0.01 ppm) in streams and rivers. Soils and rocks contain far
more Cr, from 1 ppm to over 1000 ppm, but little of this is leached into
water supplies. Plants do not appear to accumulate Cr, but vegetables
and fruits invariably contain Cr, typically 0.05 to 0.35 ppm. Foodstuffs
are probably the major source of Cr in the human diet.
There is substantial agreement that Cr(III) salts, taken orally,
have no adverse effects, even at high concentrations. For example, rats
have been fed diets containing 2-5% without any observed adverse
effects (10). Furthermore, Cr(III) salts have no mutagenic activity on
bacteria (11). On the other hand, Cr(III) concentrations as low as 3 ppm
B-7
-------
have been observed to be toxic to freshwater fish (9). In general, Cr(III)
does not pass readily through biological membranes, which may account for
its lack of activity. In fish and other aquatic organisms, however,
Cr(III) may interfere with respiration (e.g., through the gills), perhaps
because these membranes are more permeable.
Salts of Cr(VI) are toxic and carcinogenic. In humans, the lethal
level of ingested chromate salts has been variously reported as 0.5-1.0
gram (12) to 5.0-10.0 grams (13). Individuals have been known to survive
doses as high as 15 grams chromic acid (14,15), although hospitalization
for 1-2 months was required, and the patients apparently were close to
death. As little as 10 ppm Cr(VI) in drinking water can cause nausea or
vomiting (9), but there is a report that a family drank well water con-
taining 1-25 ppm Cr(VI) for 3 years without any observed adverse effects
(16). Ingestion of only one or two glasses of water containing 420 ppm
Cr(VI) caused vomiting in the case of 11 accidentally poisoned young
men (17), but all recovered the next day. Drinking water containing ca.
3 ppm does not appear to cause nausea (9).
Chromate salts (Cr(VI)) show mutagenic activity in bacteria, and
occupational exposure to chromates leads to an increase in lung, nasal,
and other forms of cancer. Inhaling chromate mists appears to be par-
ticularly hazardous, although lethal quantities can also be absorbed
through the skin.
It is well known that chromate salts are an irritant to the skin,
although sensitivity varies widely. For example, some people are sensi-
tive to chromium-tanned products (e.g., shoes) (18), and Cr in detergents
and cement is often responsible for skin allergies (19). In sensitive
individuals, Cr(III) also causes allergic reactions, but generally only
at very high concentrations.
In 1962, the U.S. Public Health Service set the maximum level of
Cr(VI) in drinking water at 0.05 ppm (20); no level was set for Cr(III).
B-8
-------
More recently (21), the EPA (National Interim Primary Drinking Water
Regulations, 1975) has set the maximum level at 0.05 ppm regardless of
oxidation state. This change takes into account the possibility that
Cr(III) may be oxidized by air to Cr(VI).
B-9
-------
REFERENCES - APPENDIX B
1. For a general review of the chemistry of Cr and its compounds see
"Chromium, Molybdenum and Tungsten," in Comprehensive Inorganic
Chemistry, Vol. Ill by C. L. Rollinson, pp. 623-698, eds. J. C. Bailar,
H. J. Emeleus, R. Nyholm and A. F. Trotman-Dickenson, Pergamon Press,
1972.
2. "Stability Constants of Metal-Ion Complexes," Compiled by L. Gunnar
Sillen, Chemical Society, Special Publication No. 17, London, 1964.
3. J. H. Espenson and E. L. King, J. Am. Chem. Soc. 85, 3328 (1963);
J. H. Espenson, ibid., 86, 5101 (1964); J. C. Sullivan, ibid., 87,
1495 (1965); G. P. Haight, Jr., E. Perchonok, F. Emmenegger and G. Gordon,
J. Am. Chem. Soc. JT7, 3835 (1965).
4. D. C. Schroeder and G. F. Lee, Water, Air and Soil Pollution, 4^, 355 (1975).
5. C. Altman and E. L. King, J. Am. Chem. Soc. 83, 2825 (1961).
6. M. R. Baloga and J. E. Earley, J. Am. Chem. Soc. _83, 4906 (1961).
7. A. W. Adamson, W. L. Wartz, E. Zinato, D. W. Watts, P. D. Fleischauer
and R. D. Lindholm, Chem. Rev. 68, 541 (1968).
8. , Chromium, U.S. National Academy of Sciences, Committee on
Biological Effects of Atmospheric Pollutants, Division of Medical
Sciences, National Research Council, Washington, D.C. (1974).
9. , Effects of Chromium in the Canadian Environment, National
Research Council of Canada, Associate Committee on Scientific
Criteria for Environmental Quality, Subcommittee on Heavy Metals
and Certain Other Compounds, NRCC No. 15017, Ottawa (1976).
10. S. Ivankovic and R. Preussman, Food Cosmet. Toxicol. 13, 347 (1975).
11. L. S. Levy and S. Venitt, Brit. J. Cancer 32, 254 (1975); S. Venitt
and L. S. Levy, Nature 250, 493 (1974).
12. D. B. Kaufman et al., Amer. J. Dis. Child. 119, 374 (1970).
13. C. Jelenko III, J. Trauma 14, 65 (1974).
14. M. Goldman and R. H. Karotkin, Am. J. Med. Sci. 189, 400 (1935).
B10
-------
15. B. Fristedt et al., Acta Med. Scand. 177, 153 (1965).
16. A. D. Little, Inc. (for EPA), Water Quality Criteria Data Book, Vol. 2:
Inorganic Chemical Pollution of Fresh Water, U.S. Government Printing
Office (1971).
17. I. J. Tartakoco, Am. J. Pub. Health 59, 1674 (1969).
18. W. Pritikin, New Eng. J. Med. 286(4), 219 (1972).
19. Anon., "Cutaneous Reactions to Chromium," Food Cosmet. Toxicol. 11,
506 (1973).
20. Federal Register, March 6, 1972, pp. 2152-2155.
21. Federal Register 40, No. 248, December 24, 1975, pp. 59566-595-88.
B-ll
-------
APPENDIX C
ANALYSIS OF THE A. C. LAWRENCE DISPOSAL SITE
-------
TABLE OF CONTENTS
APPENDIX C
Section Page
1. Introduction C-l
2. Geology of the A. C. Lawrence Site C-l
(a) Regional Geology C-l
(b) Local Geology C-3
(c) Drill Data C-4
(d) Augered' Test Holes C-4
(e) X-Ray Analyses of Soils and Sediments C-12
(f) Soils C-l 5
3. Hydrology of the A. C. Lawrence Site C-19
(a) Survey of Site C-19
(b) Test Hole Drilling Data C-20
(c) Pump Tests C-20
(d) Analysis of Pump Tests C-27
(e) Hydrological Characterization of A. C. Lawrence Site . . C-42
4. Chemical Analyses of Soils at the A. C. Lawrence Site .... C-42
(a) Chemical Analyses of Soils C-42
(b) Cation Exchange Capacity C-57
5. Chemical Analyses of Groundwater C-57
(a) Procedures C-57
(b) Results C-60
6. Uptake of Chromium by Plants C-65
7. Assessment of Environmental Impacts of the A. C. Lawrence
Site C-69
C-i
-------
LIST OF FIGURES
Figure Page
Fig. C-l Location of test holes #1-#15 at the A. C. Lawrence
site C-5
Fig. C-2 Geologic cross section of A. C. Lawrence site and
surroundings (along line A-A' shown in Fig. C-5). . . C-8
Fig. C-3 Location of augered test holes C-9
Fig. C-4 Distribution of soil types at the A. C. Lawrence
site "..... C-16
Fig. C-5 Hydrologic map of A. C. Lawrence site C-22
Fig. C-6 Drawdown test for Wells #8 and #9 C-32
Fig. C-7 Recovery test for Wells #8 and #9 C-37
Fig. C-8 Drawdown test for Wells #14 and #15 C-38
Fig. C-9 Recovery test for Wells #14 and #15 C-39
Fig. C-10 Drawdown test for Wells #13 and #16 C-40
Fig. C-ll Recovery test for Wells #13 and #16 C-41
Fig. C-12 Schematic representation of groundwater at the A. C.
Lawrence site C-43
Fig. C-13 Vertical distribution of Cr at test hole #17 (below
old sludge deposits) C-47
Fig. C-14 Vertical distribution of percentage of particles < 80
mesh at test hole #17 C-50
Fig. C-15 Locations of sampling sites for pine and oak leaves . C-66
Fig. C-16 Surface dispersion of Cr as determined by uptake by
pine and oak C-70
C-ii
-------
LIST OF TABLES
Table Page
C-l Test Hole Descriptions, A. C. Lawrence Site, South Paris . C-6
C-2 Description of Augered Test Holes at the A. C. Lawrence
Disposal Site C-10
C-3 Particle Size Distribution of Samples from Augered Holes
at A. C. Lawrence Site C-13
C-4 Results of Mineralogical Analyses by X-Ray Diffraction . . C-14
C-5 Physical Properties of Soils Occurring at the A. C.
Lawrence Site C-17
C-6 Test Hole Elevations and Groundwater Elevations C-21
C-7 Test Hole Descriptions, A. C. Lawrence Site and Vicinity,
South Paris C-23
C-8 Pump Test on Wells #8 and #9 C-28
C-9 Pump Test on Wells #14 and #15 C-29
C-10 Pump Test on Wells #13 and #16 C-30
C-ll Soil Analyses for Chromium Auger Hole No. 3 C-44
C-12 Soils Analysis for Cr and Sodium, Test Hole #17 C-46
C-13 Sieve Analysis of Samples from Test Hole #17 C-49
C-14 Chromium Content of Sieved Fractions of Samples from
Test Hole #17 C-51
C-15 Analysis of Supernatant Liquid Obtained by Allowing
Wet Sand to Settle from Mixed Sand-Water Samples of Test
Hole #17 C-53
C-16 Chromium Extraction from Soil Samples of Test Hole #17 . C-54
C-17 Soils Analysis for Chloride and COD of Samples from
Test Hole #17 C-55
C-iii
-------
LIST OF TABLES
(Continued)
Table Page
C-18 Sieve and Chemical Analyses of Soils Free From Sludge. . C-56
C-19 Cation Exchange Capacity of Soils at Test Hole #17 and
Nearby C-58
C-20 Groundwater Analyses C-59
C-21 Groundwater Analyses C-61
C-22 Cr Analyses of Groundwater Samples C-62
C-23 Groundwater Analysis from Well #3 of Whitman and Howard. C-63
C-24 Groundwater Analyses at Test Well #18 C-64
C-25 Analyses of Oak Leaves for Chromium. . C-67
C-26 Analyses of White Pine Needles for Chromium C-68
C-iv
-------
APPENDIX C
ANALYSIS OF THE A. C. LAWRENCE DISPOSAL SITE
1. Introduction
The A. C. Lawrence site, presently used to dispose sludge from the
wastewater treatment plant, comprises some fifty acres situatated approxi-
mately one mile from the plant between Oxford Road and the Little Andros-
coggin River (see main text). Sludge from the tannery has been deposited
within this area approximately over the last 20 years, generally by sur-
face dumping. Sludge from the wastewater plant has been deposited in
trenches on the western end of the site over the last year.
The Lawrence site was studied in some detail to determine whether
its use over the last 20 years has led to groundwater contamination and,
if so, what corrective and monitoring measures should be taken. Its
suitability for continued use and expansion was also ascertained in the
course of this work.
2. Geology of the A. C. Lawrence Site
(a) Regional Geology
Approximately 14,000 years ago a large mass of continental glacial
ice began to disintegrate over the northeastern United States. In the
area of the Little Androscoggin River Valley, the advancing ice apparently
removed very little material, but it did deposit a discontinuous layer of
glacial till over the bedrock hills of the area. As the ice melted down
sufficiently to expose the topographically high bedrock and till areas,
meltwater streams deposited sand and gravel along the ice margin and in
tunnels beneath the ice. These stream deposits later became kame terraces
and eskers. Closely following the dissipation of the glacial ice, the area
C-l
-------
of the Androscoggin and Little Androscoggin River Valleys was subjected to
a marine submergence. This submergence resulted in the deposition of
glaciomarine silt and sand to a present elevation of approximately 400 feet
in the Androscoggin River Valley, and to a present elevation of at least
350 feet in the Little Androscoggin River Valley. No continuous marine
deposits were identified during the investigation of the A. C. Lawrence
sludge site, even though the four test holes located in the outwash
terrace penetrated elevations at which marine deposits would be expected.
This suggests that the marine water in the Little Androscoggin River Valley
was blocked by ice or some other barrier from submerging the Paris area.
Alternatively, the very thin silt and fine sand layers that locally over-
lie the till at the present site and the outwash deposits to the north and
east, may represent the inland estuarine sediments associated with the
late-glacial marine invasion. The absence of these fine grained marine
deposits in the Paris area indicates that a major ground water controlling
horizon is lacking and thus ground water is free to move throughout the
glaciofluvial valley fill sediments.
During the late stages and immediately following the period of
marine deposition, glaciofluvial sands were transported and deposited
down valley by glacial melt water streams. These glaciofluvial outwash
sands were deposited to thicknesses well in excess of one hundred feet.
As the marine waters receded to present sea level, these glaciofluvial
outwash sands were incised as streams readjusted to a lowered regional
base level.
Thus, much of the geomorphology and surficial geology of the region
is a result of a late Wisconsin glaciation event. The local Pleistocene
geologic column includes, chronologically, till, ice contact deposits,
marine lutaceous sediments, and glacial outwash and alluvium. Till
directly overlies a basement complex of early Paleozoic metamorphic rocks
C-2
-------
intruded by Devonian granitic rocks. Till is frequently overlain at lower
elevations by ice contact deposits, marine sediments and outwash deposits
although the sequence is complete in few instances.
(b) Local Geology
The present Paris Utility District sludge disposal (A.C. Lawrence)
site occupies a till ridge that is bounded on all sides by glaciofluvial
valley fill sediments. As depicted on cross-section A-A' (Fig. C-2)
the glaciofluvial sands east of the present site reach a thickness of
approximately forty feet and overlie glacial till. This area of topo-
graphically flat glaciofluvial sand is bounded to the east by the till
mantled bedrock highlands forming the eastern wall of the Little
Androscoggin River Valley. The ground water table throughout this area
of glaciofluvial sands slopes to the north, presumably draining around
the north end of the till ridge on which the sludge site is located,
and then to the river.
The five test holes that were drilled within the boundaries of
the present site encountered a gravel and sand rich glacial till that
reaches thicknesses of up to fifty-five feet under the western margin
of the site. Under the east-central portion of the site the till thick-
ness diminished to approximately twenty-eight feet. Two test holes
drilled by the rotary method (#4, #5) revealed that the till in the area
of the sludge disposal site is underlain by granitic bedrock. All five
test holes drilled beneath the present site encountered no ground water.
A broad, nearly level terrace, underlain by glacial outwash sands
that reach a thickness of one hundred feet, extends from the kame terrace
described above to a similar kame terrace west of the Little Androscoggin
River. The ground water table in the outwash occurs approximately at
river level, and has a gentle gradient sloping to the south. This outwash
terrace is an erosional remnant of previously much thicker outwash deposits
C-3
-------
that have been dissected by the Little Androscoggin River. The surface of
this outwash plain is locally overlain by thin alluvial deposits or shows
the effects of overbank deposition or flood channel incision.
(c) Drill Data
The location of test holes drilled directly at the present disposal
area on the Lawrence site is shown in Fig. C-l and the drilling logs are
given in Table C-l. Using these results and data from test holes 6 through
17 (given later in Table C-7), the geology of cross section A-A* (Fig. C-5)
was constructed and is shown in Fig. C-2.
(d) Augered Test Holes
Test holes were augered at locations shown in Fig. C-3. These
were sampled for subsequent analyses. Table C-2 is a log of observations
made in the field.
Samples obtained at various depths were characterized in terms of
particle size distribution. The size analyses were generally carried out
by dry sieving; three samples from hole #8 were wet sieved because of
their apparent abundant fine-fraction containing clay minerals. The sieve
analysis was carried out using the following sieves: 5 mesh (4 mm), 10
mesh (2 mm), 20 mesh (0.84 mm), 80 mesh (0.18 mm) and 200 mesh (0.074 mm);
and a bottom pair.
The dry-sieved samples were carefully split after passage through
the 10 mesh screens to reduce the sample mass to a level most efficiently
handled by the finer-mesh screens. The weights determined for the finer
mesh fractions were adjusted to the original sample mass.
Organic matter in the samples was not removed; accordingly, each
fraction contains some organic material. In the dry-sieved samples, the
organic content was low and is probably insignificant. In the wet-sieved
samples (test hole #8), there was an appreciable amount of organic debris.
C-4
-------
390
PARIS UTILITY DISTRICT SOUTH PARIS. MAINE
SANITARY LANDFILL SITE
60
160
SCALE
POND
WATER LEVEL
ELEV: 349
\
Location of Drilled
Holes A. C. Lawrence S
-------
Table C-l
Test Hole Descriptions, A.C. Lawrence Site. South Paris
Test Hole #1
0'-5' Fine to coarse grained, moderately compact, brown sand.
5'-10' Medium to coarse grained, gravelly, brown sand.
10'-15' Fine to coarse grained, gravelly, compact, reddish
brown sand.
15'-20* Fine grained, uniform, very compact, reddish brown sand.
20'-25' Very fine to fine grained, clayey, uniform, very compact,
reddish brown sand.
25'-38' Fine grained, silty, uniform, reddish brown sand.
38*-45' Medium grained, gravelly, uniform, very compact,
brown sand.
45' Refusal.
Test Hole #2
0'-5' Medium to coarse grained, gravelly, reddish brown sand.
5'-10* Medium to coarse grained, gravelly, brown sand.
10'-15* Medium grained, very uniform, moderately compact
brown sand.
15*-20' Medium to coarse grained, uniform, brown sand.
20'-35' Medium to coarse grained, gravelly, very compact,
brown sand.
35'-40' Medium to coarse grained, very uniform, very compact
brown sand.
40'-55.5' Medium to coarse grained, very angular, very compact,
brownish white sand.
55.5' Refusal.
C-6
-------
Table C-l
(Continued)
Test Hole #3
.'ฆซ
\
0'-5'
5'-15'
1-5*-20'
20'-25'
25'
Medium to coarse grained, uniform, brown sand.
Fine to medium grained, gravelly, uniform, moderately
compact, brown sand.
Fine grained, uniform, very compacted, brown sand.
Fine to coarse grained, pebbly, very compact
brown sand.
Refusal.
q-y.o.'o
O; -\6:\
(o'.'OjOj.
0'-18*
18'-28'
28,-35'
Test Hole #4
Coarse grained, gravelly, bouldery, very angular sand.
Medium to coarse grained, very sandy, bouldery, very
angular, gravel.
Highly weathered and fractured granite.
. *
9 * '
*
0'-5'
5?-10'
10'-15'
20'-35'
35'-40'
40,-55l
Test Hole #5
Medium to coarse grained, gravelly, reddish brown sand.
Medium to coarse grained, gravelly, brown sand.
Medium grained, very uniform, moderately compact,
brown sand.
15'-20' Medium to coarse grained, uniform, brown sand.
Medium to coarse grained, gravelly, very compact,
brown sand.
Medium to coarse grained, very uniform, very compact
brown sand.
Medium to coarse grained, very angular, very compact
brownish white sand.
55'-65' Highly weathered, fractured, granite.
C-7
-------
GEOLOGIC CROSS SECTION
AT PRESENT SLUDGE DISPOSAL SITE
WEST
Little Androscoggin River
#2&5
R*esent Site
EAST
Oil (6-8')
R.R.
27 \ \ I Oxford St.
Qic *
: w:^v:;:v>|' ^b-ldd^.tfaw
lain by Alluvium.^.'
Glacial Till (Gtr)
CI
I
00
22'+
Comments:
1. No continuous silt and clay deposits, which might represent marine
SEDIMENTS OCCURRING DOWN VALLEY, WERE FOUND ASSOCIATED WITH QOW
(Test holes #7-10).
2. The glacial till underlying the present site and the hill east of
the site is composed in large part of very compact,, angular sand
AND GRAVEL WITH LOCAL ACCUMULATIONS OF BOULDERS AND FINE MATERIAL.
3. No STANDING GROUNDWATER WS FOUND OVERLYING BEDROCK BENEATH
PRESENT SITE.
Quaternary ice contact
DEPOSITS; WATER WASHED
DEPOSITS OF SILT THROUGH
COARSE MATERIAL.
^ Quaternary outwash, well
SORTED; STRATIFIED SAND
AND GRAVEL.
Quaternary glacial till,
DISCONTINUOUS OVER BEDROCK;
VARYING IN THICKNESS FROM
0 TO >22 FT.
Qtr
* I- *
ฃ <1 fk
Quaternary alluvium.
Northeast and north-north-
east striking paleozoic
metasediments and granitic
intrusives OF THE New
Hampshire Rjjtonic series.
-Inferred stratigraphic contacts.
Fig. C-2: Geologic cross section of A. C. Lawrence site and surroundings
(along line A-A' shown in Fig. C-5).
-------
390
PARIS UTILITY DISTRICT. SOUTH PARIS. MAINE
ซ00
SANITARY LANDFILL SITE
410
90
160
NEW
ROAD
Location of Augere
-------
Table C-2
Description of Augered Test Holes
at the A. C. Lawrence Disposal Site
October 25, 1976
Hole #1
Sample No.
1
2
3
4
Hole #3
Depth
2.5'
6.0'
9.0'
12.01
Comment s
Coarse sand and pebbles
Coarse sand with mica
Medium sand with mica
Coarse sand and pebbles
6
7
8
9
10
11
12
13
14
surface
2'
3'
4'
7'
8.5'
10.0'
12.0'
14.0'
Soil
Sludge
Sandy; mixed
Sludge
Sand
Sand
Sand
Sand (grainy)
Sand
Hole #4
20
21
22
23
24
Hole #5
25
26
27
28
29
6.0'
1.0'
4.0'
7.0'
9-1/2'
surface
3.0'
7-1/2'
10.0'
12-1/2'
Topsoil, possibly mixed with sludge
Grayish solid/sludge mix
Coarse sand
Coarse sand
Coarse sand
Sludge/topsoil mix
Wet sludge
Soil saturated with sludge leachate
Gray/black sand
Gray/black sand and sludge
Hole #6
30
31
4.0'
8.0'
Medium/fine, lower B horizon
Coarse sand and gravel
C-10
-------
Table C-2
(Continued)
Hole #7
Sample No.
32
33
34
35
36
Hole #8
37
38
39
40
Hole #9
41
42
43
Hole #10
44
45
46
47
48
Hole //ll
49
50
Depth Comments
3-1/2' Original topsoil
5-1/2' Medium sand
10.0' Medium sand
14-1/2' Medium sand
16.0' Medium sand
1.0' Topsoil
5.0' Medium/fine B horizon
at 11.0' Wet, claylike material begins
12.0' Wet clay
14.0' Claylike material
3.0' Coarse
6.0' Coarse
9.0' Coarse
gravel at ^9'
3.0' Coarse sand, some fines on bottom
5-1/2' Fines, started at 3'
7-1/2' Fines, clear sludge odor
11-1/2' Fines, clear sludge odor
12,0' Very wet
14.0' Very wet
5.0' Coarse sand/gravel
9.0' Coarse sand/gravel
C-ll
-------
The data are reported (Table C-3) as fractions (percentages) greater
than 20 mesh; between 20 and 80 mesh; between 80 and 200 mesh; and less
than 200 mesh. The fraction (percentage) greater than 20 mesh was obtained
by combining the observed fractions (percentages) for greater than 5 mesh,
between 5 and 10 mesh, and between 10 and 20 mesh.
Table C-3 indicates that the site is quite heterogeneous in terms
of particle size distribution. Although some samples contained a con-
siderable amount of fines (< 200 mesh), with an average amount of about
22% for these samples, numerous samples contained very few fines ฃ 0.5%
in many cases). A simple statement of the percentage of fines is not possi-
ble given the heterogeneity of the site.
The presence of sand members with few fines and correspondingly high
permeability among the soils of the site may lead to high overall permea-
bility in these deposits. However, angularity may keep permeability low.
(e) X-Ray Analyses of Soils and Sediments
Table C-4 presents results of X-ray diffraction analyses of soil and
sediment samples from auger holes on the A.C. Lawrence site. This data was
compiled from diffractograms of the > 200 mesh, the< 200 mesh and, in
some instances, the ultra-fines removed in aqueous suspension. The results
indicate a high proportion of quartz (Si02), alkali feldspar (K,NaAlSi^Og),
sodic plagioclase feldspar (NaAlSi^Og^ CaAl2Si20g^ ^) and a low percentage
of phlogopite mica [KtMg.Fe)^ (AlSl^O.^) (OH^l This assemblage of minerals
is consistent with the derivation of the ice contact and glacial outwash
deposits from granitic basement rocks. Optical microscopy confirms the
presence of these minerals as well as opaque accessories (probably magnetite).
The phlogopite mica is present in the majority of samples and is readily
observed visually. It is not always abundant enough to be detected by X-ray
analysis (therefore, the phlogopite probably constitutes < 5 percent of
most samples).
C-12
-------
Table C-3
Particle Size Distribution of Samples from
Augered Holes at A. C. Lawrence Site
Augered Hole //I
Size Distribution
Depth
(ft)
2.5
6.0
9.0
12.0
Augered Hole //4
4.0
7.0
Augered Hole #6
4.0
8.0
Augered Hole //7
2.5
5.5
10.0
14.5
16.0
Augered Hole #8
1.0
5.0
12.0
14.0
>20 Mesh >80 Mesh >200 Mesh < 200 Mesh
(%)
47.9
14.4
8.4
57.2
50.7
35.0
2.4
60.2
9.1
4.6
3.3
4.3
4.0
6.5
1.4
1.1
2.5
(%)
44.6
68.2
41.1
34.2
48.5
63.4
16.5
31.3
47.7
85.6
73.9
71.5
80.1
31.6
14.8
5.3
14.4
(%)
4.1
12.8
37.8
6.4
0.8
1.2
40.2
4.9
18.6
9.5
21.0
21.1
14.8
21.2
16.9
4.4
10.5
(%)
3.4
4.6
12.8
2.2
0.4
0.4
40.8
3.6
24.5
0.3
1.8
3.2
1.1
41.6
67.0
89.3
72.6
C-13
-------
Table C-4
Results of Mineralogical Analyses by X-Ray Diffraction
Augered Hole #1
Depth X-Ray Analysis (Composite)
(ft) Quartz Plagioclase Feldspar Phlogopite Chlorite
2.5
X
X
X
X
N.D.
6.0
X
X
X
X
N.D.
9.0
X
X
-
X
N.D.
12.0
X
X
X
X
N.D.
Augered Hole #4
4.0
X
X
?
X
N.D.
7.0
X
X
7
X
N.D.
Augered Hole #6
4.0
X
X
-
N.D.
N.D.
8.0
X
X
X
X
N.D.
Augered Hole #7
2.5
X
X
1
N.D.
N.D.
5.5
X
X
X
X
N.D.
10.0
X
X
9
X
N.D.
14.5
X
X
X
X
N.D.
16.0
X
X
X
X
N.D.
Augered Hole #8
1.0
X
X
X
N.D.
N.D.
5.0
X
X
X
X
N.D.
12.0
X
X
-
X
X
14.0
X
X
X
X
X
C-14
-------
Although these deposits are rather low In fines (< 200 mesh), the
deposits might have substantial cation exchange value if the fine fraction
consisted largely of clay minerals. This was not the case. X-ray analyses
of material< 200 mesh in these samples show that the fines are largely
devoid of clays and consist mainly of quartz, sodic plagioclase and alkali
feldspars.
Chlorite [(Mg,Fe,Al)g(Al,Si)^O^Q(OH)g] was determined by X-ray analy-
sis of material separated from some of the samples in aqueous suspension.
In these cases, the suspended fine fraction was also found to contain a
large proportion of phlogopite. This is consistent with the probable
derivation of the chlorite by weathering of the phlogopite which is the
only primary silicate bearing Fe and Mg which are essential components of
chlorite. The silt clay members found in auger holes 8 and 10 probably
owe their origin to the weathering of phlogopite. However, even these
beds consist mainly of non-phyllosilicates and the clay (chlorite) com-
ponent of these deposits is probably less than 5 percent. These deposits
are generally low in fines and simultaneously low in clays and mica.
(f) Soils
The results of a medium intensity soil survey including the A.C.
Lawrence site are available from the District Soil Conservation Service.
Figure C-4 shows the areal distribution of soil types at the site. Charac-
teristics and properties of these soil types are detailed in the USDA
publication, "Soil Survey - Androscoggin and Sagadahoc Counties, Maine
(1970)." Descriptions of the characteristics and engineering properties
of these soils are given in Table C-5. The soils have been given an
unfavorable rating by the USDA for use in sanitary landfills.
Adams series soils have been described as highly drained with
slopes ranging from 0 to 49 percent. These soils are typically sandy
and strongly acid. They occur on terraces and eskerlike ridges and, in the
southern Androscoggin County, are developed on deltaic and outwash sands.
C-15
-------
PRELIMINARY MAP
PARIS UTILITY DISTRICT. SOUTH PARIS. MAINE
SANITARY LANDFILL SITE
80 160 wo r1.
SCALE ' '
Htm ROAD
POND
WATER LEVEL
ELEV: 349
ORVICR
SlUOGf
rmlROM) tmcks
CULVERI
Approximate boundaries
soil type distribution
17 Hermon
51 Adams Series
B,D refer to steepness
of terrain.
B, 3-8%; D, 15-25%
SAW MILL
SAW
MILL
n
Fig. C-4: Distribution of soil types at the A. C. Lawrence site.
-------
Table C-5
Physical Properties of Soils Occurring at the A.C. Lawrence Site
(Adapted from the USDA publication, Soil Survey - Androscoggin
and Sagadahoc Counties, Maine (1970))
Soil
Series/
Map Symbol
Depth from
Surface
Classification
USDA
AASHO
Adams, 51
0-24
24-40
Loamy Fine Sand
Fine Sand
A-2
A-3
No. 4 (4.7 mm)
Percentage Passing Sieve
No. 10 (2.0 mm) No. 200 (0.074 mm)
Permeability
(In. /hr.)
100
100
95-100
95-100
10-30
2-5
>6.3
>6.3
Available Water
Capacity
In/in. of Soil
Shrink-Swell
Potential
0.05-0.08
0.02-0.06
Low
Low
Soil
Series
Map Symbol
Depth from
Surface
Classification
USDA
AASHO
Saco, 8
0-50
Silt-Loam
A-4
No. 4 (4.7 mm)
95-100
Percentage Passing Sieve
No. 10 (2.0 mm) No. 200 (0.74 mm)
95-100
60-90
Permeability
(In./hr.)
0.63-2.0
Available Water
Capacity
In/in. of Soil
Shrink-Swell
Potential
0.18-0.28
Low
C-17
-------
Table C-5
(Continued)
Soil
Series/
Map Symbol
Depth from
Surface
Classification
USDA
AASHO
Ondawa, IX
0-30
30-48
Fine Sandy Loam
Sand
A-4
A-2
No. 4 (4.7 mm)
Percentage Passing
No. 10 (2.0 mm)
Sieve
No. 200 (0.074 mm)
Permeability
(In./hr.)
95-100
95-100
95-100
70-95
Available Water
Capacity
In/in. of Soil
45-50
15-25
Shrink-Swell
Potential
2.0-6.3
2.0-6.3
0.13-0.17
0.08-0.14
Low
Low
Soil
Series
Map Symbol
Depth from
Surface
Classification
USDA
AASHO
Hermon, 17
0-10
10-18
18-40
Sandy Loam A-2, A-4
Gravelly Sandy Loam
Gravelly to Very
Gravelly Loamy
Sand
No. 4 (4.7 mm)
Percentage Passing
No. 10 (2.0 mm)
Sieve
No. 200 (0.074 mm)
Permeability
(In./hr.)
70-95
50-80
45-80
65-85
40-70
40-70
Available Water
Capacity
In/in. of Soil
20-40
15-30
0-30
Shrink-Swell
Potential
2.0-6.3
2.0-6.3
2.0-6.3+
0.05-0.15
0.02-0.14
0.01-0.09
Low
Low
Low
C-18
-------
In typical wooded areas, Adams soils have a thin, gray to dark
gray surface layer. Subsoil is dark brown or yellowish brown. Loamy
sand occurs to a depth of about 24 inches. The underlying material, to
a depth of about 40 inches is light brown, loose sand.
Hermon series soils have been described as sandy, well-drained,
strongly-acid soils developed on coarse sandy granitic till occurring
on uplands with slopes of from 3 to 60%. These soils have about 18
inches of sandy loam overlying coarse loamy sand including many coarse
fragments.
Saco series soils occupy low lying areas slightly above the level
of adjacent streams where they have developed on recent alluvium. These
soils are nearly permanently saturated. The soil profile includes a
surface layer of black silt loam to a depth of about 10 inches. This
overlies a gray, silt loam to a depth of about 30 inches.
The Ondawa series includes deep and well-drained soils developed
in sandy alluvium and flood plains primarily along the Androscoggin and
Little Androscoggin Rivers. These soils typically have a fine sandy
loam surface layer to a depth of about 8 inches. This overlies brown
and gray-brown sandy loam and a deeper horizon of gray-brown sand.
3. Hydrology of the A. C. Lawrence Site
(a) Survey of Site
A number of test wells were drilled on the immediate site and in
its vicinity to establish groundwater levels, flows, and water quality.
In all, eighteen test holes (some of which did not show any groundwater)
were drilled. The site was then surveyed to establish ground elevations
at each test well.
Comparative elevations of each test-hole site were converted to
sea level elevations by using the nearest USGS BM located in the founda-
tion of the South Paris Courthouse. This bench mark was carried along the
C-19
-------
railroad tracks to the original zero control on the railroad bridge
south of the road leading to the site, with a seeming error (as com-
pared to data on the topographic map) of +0.486'. The data were not
reconciled to that on the topographic map, since a point of reference
could not be established except at the bridge. The massive cement
blocks now surfacing it have a variation of ฑ 1.0' from point to point,
that is, a variation greater than the discrepancy between this survey
and the topographic map previously prepared.
(b) Test Hole Drilling Data
Test holes drilled during the hydrologic survey are listed in
Table C-6 and shown in Fig. C-5. The groundwater elevation at each
location can be used to derive the groundwater gradients. These ele-
vations are given in Table C-6 and noted in Fig. C-5. It should also
be noted that test holes #14 through #16 were drilled approximately one
month later than test holes #1 through #10. During this period ground-
water levels dropped approximately 1.0 ft. Therefore, the levels noted
for these wells are not directly comparable with the others.
Drilling logs for test holes #1 through #5 were given previously
in Table C-l. Logs for holes #6 through #16 are given in Table C-7. The
drilling log for test hole #17 is given later in the section dealing
with chemical analyses of soil samples taken under old sludge deposits.
(c) Pump Tests
Pump tests were carried out at wells #8, 13 and 14. Observation
wells were, respectively, #9 (2 ft from well #8), #16 (3 ft from well #13)
and #15 (2 ft from well #14).
In pump tests with wells #8 and #9, the screen in well #8 was set
between 67.5 and 77.5 ft from ground level and the well was pumped at
15 gpm. The screen in observation well #9 was set between 65 and 75 ft.
C-20
-------
Table C-6
Test Hole Elevations and Groundwater Elevations
(A. C. Lawrence Site and Vicinity)
Test Hole
Elevation
Groundwater,^.
Elevation
Observations
(No.)
(ft.)
(ft.)
1
375.309
-
No groundwater
2
372.269
-
No groundwater
3
378.679
-
No groundwater
4
380.069
Not available
Rotary Hole
5
372.269
-
No groundwater
6
336.159
Not available
Rotary Hole
7
328.589
316.589
Outwash sand, gravel
8
325.469
316.019
Outwash sand, gravel
9
325.469
316.019
Observation Well for #8
10
322.449
315.449
Outwash sand, gravel
11
379.039
357.689
Ice Contact sand, gravel
12
378.239
359.739
Ice Contact sand, gravel
13
344.974
322.874
Outwash sand, gravel
14
328.899
315.259
Ice Contact sand, gravel
15
328.899
315.259
Observation Well for #14
16
344.974
322.874
Observation Well for #13
17
Unknown
Not available
Soil Samples by Rotary
Notes.
(*) Observation dates for groundwater levels were as follows:
# 7
11/20/1976
#12
12/08/1976
#8
11/21/1976
#13
12/22/1976
#9
11/21/1976
#14
12/18/1976
#10
12/01/1976
#15
12/18/1976
#11
12/06/1976
#16
12/22/1976
In the approximately one month period (between 11/20 and 12/20/76)
there was a general drop of about 1.0 ft. in groundwater levels.
C-21
-------
PAGE NOT
AVAILABLE
DIGITALLY
-------
Table C-7
Test Hole Descriptions, A.C. Lawrence Site and Vicinity, South Paris
4? *?:** '"ฆ"A
0'-16'
16'-96'
96'-118'
Test Hole #6
Medium to fine grained, uniform sand.
Coarse to very coarse grained, sandy, stratified,
well-rounded gravel.
Medium to coarse grained, very angular, very compact
sand.
0' -20'
103.5'
Test Hole #7
Medium to coarse grained, gravelly, uniform, brown
sand.
20'-60' Fine to medium grained, very uniform, brown sand.
60'-95' Fine to medium grained, clayey, very uniform, brown sand.
95'-103.5' Medium to coarse grained, uniform, brown sand.
Refusal.
0'-25'
25'-55'
55'-76'
Test Hole //8
Medium to coarse grained, uniform, gray sand.
Fine to medium grained, very uniform, gray sand.
Medium to coarse grained, uniform, compact, greenish
gray sand. (Took considerable water.)
76'-82.4' Coarse grained, subangular, uniform, greenish
gray sand.
82.4'
Refusal.
C-23
-------
Table C-7
(Continued)
Test Hole #10
0'-20' Medium to fine grained, silty, light brown sand.
20'-50' Medium to fine grained, light brown, grayish sand.
(Took some water.)
50'-70' Medium grained, uniform, light brown, grayish sand.
(Took considerable water.)
70'-75' Medium to coarse grained, uniform, greenish gray sand.
(Took considerable water.)
75-'84' Medium to fine grained, silty, greenish gray sand.
84' Refusal.
Test Hole #11
0'-15' Medium to coarse grained, uniform, brown sand.
15'-25' Fine grained, silty, uniform, brown sand.
25'-41' Very fine grained, silty, clayey, brown sand.
41'-43' Very coarse, angular, highly compact, gravel.
43' Refusal.
Test Hole #12
O'-IO' Very coarse to medium grained, brown sand. (Some iron
cementing noted.)
10'-25' Medium to coarse grained, uniform, brown sand.
25'-27' Medium to coarse grained, red sand.
27'-30' Medium to fine grained, brown sand.
30'-41' Medium to fine grained, pebbly, greenish sand.
41' Refusal.
C-24
-------
Table C-7
(Continued)
Test Hole #13
0'-5'
Coarse to fine grained, subangular, brown sand.
5'-10'
10'-15'
Coarse to medium grained, uniform, subangular, blackish
brown sand.
Medium to coarse grained, uniform, subangular, brownish
black sand.
15'-20' Medium to fine grained, uniform, subangular, grayish
brown sand.
20'-25' Medium to coarse grained, very uniform, subangular sand.
9 . . # ' /
' ' \
~ 9
. V ?
> ' 0 . O
.\o * ' iff'
; o .'o .t.
25'-30'
30'-35'
35'-40'
40'-45'
45'-50'
50'-55'
55'-60'
60'-65'
65'-70.6'
Medium to coarse grained, clayey, pebbly, brownish
tan sand.
Medium to coarse grained, uniform, subangular, brownish
tan sand.
Medium to coarse grained, pebbly, very uniform, sub-
angular, tan sand.
Coarse to medium grained, very uniform, subangular,
tan sand.
Coarse to medium grained, gravelly, uniform, subangular,
tan sand.
Coarse to medium grained, gravelly, uniform, subangular,
brownish gray sand. Hole took water.
Fine to medium grained, very uniform, subangular, gray
sand. Hole took water.
Fine to medium grained, gravelly, uniform, subangular,
gray sand.
Fine to coarse grained, gravelly, subangular, gray sand.
70.6"
Refusal.
C-25
-------
Table C-7
(Continued)
f I I a ""
r-
l..
aj.!i
* , 0 ฆ,
-T v* / / ฎ':
*~ :*>
^V*r-r
r.. ./
' 'o - * : o,.
O'-IO'
10'-20'
20'-25'
25'-30ป
3of-35'
ss'^o'
40'-45'
45'-55'
55'-60*
Test Hole #14
Medium grained, very uniform, reddish brown sand.
Medium to coarse grained, very uniform, subangular,
iron stain (probably limonite or goethite), reddish
brown sand.
Medium grained, pebbly, very uniform, subangular, light
tan sand.
Medium grained, very uniform, subangular, light tan sand.
Medium to coarse grained, gravelly, uniform, subangular,
light tan sand.
Coarse to medium grained, gravelly, uniform, subangular,
light tan sand.
Very coarse to coarse grained, pebbly, uniform, sub-
angular, light tan sand.
(Rock plugged bottom of casing, no sample obtained.)
Very fine, uniform, very compact sand. (Similar to
till sample obtained in T1 through T3.)
C-26
-------
In the case of wells #13 and #16, the screen in the pumped well (#13)
was set between 60.6 and 70.6 ft from ground level and the screen in the
observation veil (#16) was set between 55 and 65 ft* For wells #14 and
15, the screen at the pumped well (#14) was set between 45 and 55 ft,
and the scTeen in the observation well was between 55 and 60 ft.
The pump test data are presented in Tables C-8 through C-10.
(d) Analysis of Pump Teats
The analysis of pump test data is complicated by the heterogeneity
of the site and by the possibility of recharge from the Little Androscoggin
Kiver. In general, the practice in analysis of nonsteady flow from
partially penetrating wells is to U3e formulas for completely penetrating
wells without adjustments; if adjustments are made, these are usually based
on steady-state solutions for partial penetration. These procedures give
fair results if the aquifer is of small and known thickness, provided the
assumptions made in each case ate applicable. However, the use of formulas
for fully penetrating wells can lead to misleading results. The effects
of partial penetration resemble the effects of some kind of recharge
boundary, for example, infiltration from the river. Routine application
of conventional analyses (for example, the Jacob method of solution for
the Theis non-equilibrium radial flow formula toward a pumped well), may
yield, in such cases, incorrect results. Accordingly, we estimate below
a range of transmissibilities based on conventional formulas as well as
on approximate results obtained by using the Hantush formulas for partially
penetrating wells.
It should be noted that because of limitations in time and expense,
the pump tests performed were of relatively short duration and were carried
out within the usual precision of measurements in this area. These limi-
tations have introduced uncertainties in the calculated values of trans-
missibility. In fact, only a lower bound c^ti be placed on the value of
transraissibility in some instances.
C-27
-------
Table C-8
Pump Test on Wells #8 and it9
Pumped Well (#8)
Observation Well (#9)
Water Table Height:
Diameter: 2.5 in.
Depth of screen: 67.5 to 77.5 ft
Diameter: 2.5 in.
Depth of screen: 65 to 75 ft
Distance from pumped cell: 2.0 ft
71 ft
Date of tests: Nov. 30, 1976
Time
9:19
: 20
:21
:22
:23
:24
:25
9:30
:40
:5Q
10:00
:30
11:00
:01
:02
:03
:04
: 05
:06
:07
:08
:10
Water Level
(ft)
9.45
9.95
10.50
10.90
11.05
11.15
10.95
10.90
10.90
10.95
10.95
10.95
10.95
10.30
10.05
9.90
9.80
9.70
9.70
9.65
9.65
9.65
Discharge Rate
(gpm)
0
16
16
16
16
16
13
13
13
13
13
13
13
0
0
0
0
0
0
0
0
0
Drawdown
(ft)
0.50
1.05
1.45
1.60
1.70
1.50
1.45
1.45
1.50
1. 50
1.50
1.50
0.85
0.60
0.45
0.35
0.25
0.25
0.20
0.20
0.20
C-28
-------
Table C-9
Pump Test on Wells #14 and #15
Pumped Well (#14)
Observation Well (#15)
Water Table Height:
Diameter: 2.5 in.
Depth of screen: 45 to 55 ft
Diameter: 2.5 in.
Depth of screen: 55 to 60 ft
Distance from pumped well: 2.0 ft
45 ft
Date of tests: Dec. 18, 1976
Time
Water Level
(ft)
Discharge Rate
(gpm)
Drawdown
(ft)
9:00
15.80
0
:14
15.80
0
:15
16.20
50
0.40
:16
16.25
50
0.45
:17
16.25
50
0.45
:18
16.25
50
0.45
:19
16.25
50
0.45
:20
16.30
50
0.50
9:25
16.30
50
0.50
: 30
16.30
50
0.50
: 35
16.30
50
0.50
:40
16.30
50
0.50
:50
16.30
50
0.50
10:00
16.30
50
0.50
: 30
16.30
50
0.50
11:00
16.40
50
0.60
12:00
16.30
50
0.50
1:00
16.40
50
0.60
2:00
16.40
50
0.60
2:15
16.40
50
0.60
:16
16:00
0
0.2
:17
16.00
0
0.2
:18
15.90
0
0.1
:19
15.90
0
0.1
:20
15.90
0
0.1
: 25
15.90
0
0.1
:35
15.90
0
0.1
:40
15.90
0
0.1
C-29
-------
Table C-10
Pump Test on Wells #13 and #16
Pumped Well
(#13)
Diameter: 2.5 in.
Depth of screen: 60
to
70 ft
Observation
Well (#16)
Diameter: 2.5 in.
Depth of screen: 55
to
65 ft
Distance from pump well:
3 ft
Water Table Height:
57 ft
Date of tests: Dec.
22,
1976
Time
Water Level
Discharge Rate
Drawdown
(ft)
(gpm)
(ft)
9:10
23.2
0
0
:42
23.2
10
0
:43
23.5
10
0.3
:44
23.5
10
0.3
:45
23.6
10
0.4
:46
23.6
10
0.4
:47
23.6
10
0.4
:48
23.6
10
0.4
:49
23.6
10
0.4
:50
23.6
10
0.4
:55
23.6
10
0.4
10:00
23.6
10
0.4
11:00
23.6
10
0.4
12:00
23.6
10
0.4
1:00
23.6
10
0.4
1:00
23.6
0
0.4
: 51
23.6
0
0.4
:52
23.4
0
0.2
:53
23.3
0
0.1
:54
23.3
0
0.1
:55
23.3
0
0.1
:56
23.3
0
0.1
: 57
23.3
0
0.1
:58
23.3
0
0.1
: 59
23.2
0
0
C-30
-------
(i) Pump Tests on Wells #8 and #9: Drawdown and recovery data
for these tests are shown in Fig. C-6 (which also includes a schematic of
the test arrangement).
If we use the conventional Jacob method for solution of the Theis
non-equilibrium solution for fully penetrating wells, the results would
be expressed as
2.303 Q , 2.25 T t
9 = -45r lฐ8 T.
r S
where s is drawdown (ft)
3
Q is the pumping rate (ft /min)
2
T is the transmissibility (ft /min)
t is the time from the beginning of pumping (min)
r is the distance from the pumping well (ft)
S is the storage coefficient
r2S
This approximation can be used provided u = 4/pฃ'<0ซ02. From the
data of Fig. C-6, we would estimate
T * (2.303) (2 ft3/min) * f,2, .
T = 4tt (2 ft/log cycle) = ฐ*2 ft /min
The corresponding value of K, the hydraulic conductivity, would be
K = T/H = 0.2 ft2/min/71 ft 2f 3 * 10~3 ft/min
where H is the height of water table (see Table C-8).
According to this analysis, we would attribute deviations from
linearity at about 4 min (see Fig. C-6) to recharge from the Little Andros-
coggin River. However, the use of the Jacob approximation for fully
penetrating wells on which this interpretation rests, is not reliable for
C-31
-------
o
t
U>
to
H = 71
57 i
Q = 16 GPM
\
\
TIME (MINI)
Fig. C-6: Drawdown test for Wells
and #9.
-------
2
u >0.02. We note that if T l 0,2 ft /min and since S 0.2, the value of
u for t ^ 4 min is
u = (4)(0.2)/(4)(0.2)(4) * 0.25
a value significantly greater than the upper limit of the linear approxi-
mation. Furthermore, the suggestion that departure from linearity is
attributable to recharge is difficult to reconcile with the general
expectation that recharge from the river will not be significant until
x/y 4Tt/S < 10 with x the distance from the river. Since x ^ 200 ft and
S ^ 0.2, recharge effects are not likely to be significant until t > 100
min.
An alternative approach to the interpretation of the data is to
take into account the partially penetrating nature of the well and use
a Hantush formula for the particular geometry employed (see M.S. Hantush
"Aquifer Tests on Partially Penetrating Wells" Proc. Am. Soc. Civil Eng.
87, HY5,2943, 1961). The drawdown is given by
S =
1 d z,
8irK (Jl-d)
E(u, , , )
r r' r
where Jl is the total penetration length and d^ the penetration length of
the pumped well which is not screened (i.e. (ฃd) is the height of the
screen); and z_ is the depth of the observation well, here treated as a
piezometer, since it was screened for a short length only. The function
E is given by
E = M(u, -^) - M(u, ^)
+ M(u, ^) - M(u, ^)
C-33
-------
where M(u,3) is an indefinite integral values of which have been tabulated
for a wide range of u and 6, and u is the well function (see above).
For the particular conditions employed here
I = 67.0 ft
d = 57.0 ft
z - d - 57.0 ft
r = 2.0 ft
Accordingly,
E - M(u,62) - M(u,57) + M(u,5.0)
For the range of u values of concern here
M(u,62) = M(u) = M(u,57)
Therefore, the E function reduces to M(u,5.0), and the equation
for drawdown is
S = C M(u,5.0)
where C = constant = Q/8irK (Jl-d). This expression is of the "special
equation" type and is expected, in general, to show an inflection point
assuming small values of r/H, as is the case here (r/H = 2/71 ^ 0.03).
2 r~ x2
The inflection point is located by the relation B /vtt = f(x) ป xe erf(x)
in which x = B^u^ with u^ the value of u when t = t^, the time corres-
ponding to the inflection point. The drawdown at the inflection point is
St = C M(u^,B)
and the slope of the curve at that point is
m = = 2.30 C e U*erf(x)
i cycle
C-34
-------
Application of this analysis to the data (see Fig. C-6) involves
at least one iteration since it is not possible to locate precisely the
tangent to the curve at the inflection point. If, as a first approxi-
mation, we take the straight line portion as approximating the tangent
to the curve, we have m^ = 2.0 ft/cycle. The other quantities are:
C = Q/8ir(ซ,-d)K = Q/250K
f(x) = = 11.2 ; x = 1.445 ; erf(x) = 0.96
uฑ = (x/B)2 - 0.08 and e"Ui = 0.92
3
Accordingly, with Q = 2.1 ft /min,
K - - 0.0085 ft/min
or T - (71)(0.0085) - 0.60 ft2/min
If we calculate Si from
Sฑ = C M(Ul,5.0) with uฑ = 0.08, M^B) = 2.014
S1 " (250K0.0085) (2-0U> = 2 ฃt
a value clearly too high (see Fig. C-6). A choice of = 1.5 ft, would
yield nu = 1.5 ft/log cycle (see Fig. C-6). Use of these values in the
equations above yields
K = 0.013 ft/min or T = 0.90 ft2/min
and
S = (2.1) = 1 5 ft
i (250)(0.013)
C-35
-------
2
This choice yields consistent results. Accordingly, we take T = 0.90 ft /
min.
Recovery data from these tests are shown in Fig. C-7. The same
analysis as above can be applied. The slope of the curve at about
t/t' ^ 102/100 is 0.9 ft/min. Application of the corresponding equation
for recovery with Q = 13 gal/min yields
K = usoHoffi
K = 1.5 x 10"2 ft/min
and
T = 1.1 ft^/min
2
which is to be compared with 0.9 ft /min obtained previously. Accordingly,
2
the value of T is estimated as 1 ft /min.
(ii) Tests on Wells #14 and #15: Pumping and recovery tests
on wells #14 and #15 are shown in Figs. C-8 and C-9. As is evident from
these figures, the value of ii is such that the curves cannot be analyzed
reliably (except at times of the order of less than 1 min for which data
are not available). The shift to smaller times implies higher trans-
2
missibilities (since u = r S/4Tt) than at test well #8. A conservative
estimate of transmissibility would be about 8 to 10 times that at well #8.
The geometry was the same for both tests, but well #14 was pumped at 50 gpm
(as against 13 gpm) and the drawdown was about 0.5 ft (as against 1.5 ft).
2
A transmissibility of about 10 ft /min would be equivalent to shifting the
time axis to smaller times by a factor of 10 and would be consistent with
the observations recorded (Figs. C-8, C-9).
(iii) Tests on Wells #13 and #16; Pumping and recovery tests
on wells #13 and #16 are shown in Figs. C-10 and C-ll. Remarks made above
C-36
-------
0.2
ป-
u.
z 0.4
ฃ
O
Q 0.6
S 0.8
0 1
1 <
ID
1.0
(0
LlI
a;
1.2 -
T T
tir
100
TT
1.4
1.6
J I L
j-j-L
_L
J I I I I I
REDUCED TIME (to/t7)
Fig. C-7: Recovery test for Wells #8 and #9.
-------
0
0.2
I-
u.
I 0.4
o
ฃ
<
oc
Q
0.6
l 1 1ii i i |
1 * r-lr
1
j i i i
1
5 10
TIME (MIN)
20
50
Drawdown test for Wells #14 and #15.
-------
0.1
0 9
z
| 0.2
o
ฃ
<
ac
o
0.3
10
100
REDUCED TIME (to/f)
Fig. C-9: Recovery test for Wells #14 and #15.
-------
0.2
n
i
o
3
g 0.4
ฃ
tr
o
0.6
5 10 20 50
TIME (MIN)
Fig. C-10: Drawdown test for Wells #13 and #16.
-------
0
T
n
i
e-
0.1
I-
u.
- 0.2
z
$
o
Q
ฃ
2 0.3
o
0.4
1
Fig. C-ll
I
1
REDUCED TIME (to/t')
Recovery test for Wells #13 and #16.
i
-------
for wells #14 and #15 are applicable to these tests also. An estimate of
the transmissibility would be about 3 times that of well #8.
(e) Hydrological Characterization of A. C. Lawrence Site
The general movement of groundwater at the A. C. Lawrence site is
depicted by the arrows in Fig. C-5. Groundwater moves in a northerly
direction on the eastern half of the site with a steep gradient (approxi-
mately 35 ft drop in water table height between wells #11 and #13). The
groundwater movement is in a westerly direction (along the river) in the
northern part of the site; and in a south direction (again along the river)
along the western boundary of the site. It is clear that the protrusion
of till in the central portion of the site controls local hydrology by
providing an essentially impermeable boundary to groundwater.
Flow velocities can be estimated from transmissibilities and water
table heights. They range from about 2 ft/day at the eastern boundary of
the site, to about 0.5 ft/day at the northern boundary, and to about 0.02
ft/day along the western part of the site.
A schematic representation of groundwater along the cross section
AA' (see Fig. C-5) is given in Fig. C-12.
4. Chemical Analyses of Soils at the A. C. Lawrence Site
(a) Chemical Analyses of Soils
Soil samples from augered holes in areas with old sludge deposits
were analyzed to establish vertical distributions of chromium and other
constituents. The analyses were carried out by digesting 2 or 4 g of
sample with 15 cc of 0.1N or 1.0N HNO3 for 90 min; the suspension was
centrifuged and the solids were again digested for 90 min with 15 cc HNO3.
After filtration (0.42 y filter), the filtrate was analyzed for chromium
(by atomic absorption).
Results with samples from augered hole #13 are shown in Table
1
C-ll. As expected, high concentrations of Cr are found in layers con-
C-42
-------
Ui
>
UJ
-I
ซ*
UJ
CO
UJ
>
o
UJ
375
350
325
300
275
250
225
U LITTLE
ANDROSCOGGIN
RIVER
w 200
TEST
HOLE #3
TEST
HOLE #4
TEST
HOLE #11
L
-1
/TEST
HOLE #7
/
GRADIENT: 2ft/IOOft
-GRADIENT.
-y/OX^ft/IOOftp
7
7
V
7"
SCALE:
1 in = 250 ft
Fig. C-12: Schematic representation of groundwater at the A.C. Lawrence site.
-------
Table C-ll
Soil Analyses for Chromium
Auger Hole No. 3^)
Total
Chromium^2)
Depth
0.IN HNO3
1.0N HNOi
(feet)
(ppm)
(ppm)
Surface
8.1
4,450
2' (sludge)
12.9
7,000
3f (sludge)
124.0
1,950
4' (sludge)
13.7
7,020
7' (sand)
88.4
415
8.5' (sand)
98.4
1,470
10' (sand)
95.2
272
12' (sand)
398.0
421
14' (sand)
298.0
467
^^See Fig. C-3 for location of auger hole #3.
(2)
Background Cr in soils extracted by 1.0N HNO3
was 4.14 ppm and 5.32 ppm.
C-44
-------
taining sludge. However, appreciable quantities 400 ppm) were also
observed below the sludge deposits where no sludge was evident.
There are significant differences in the amount of Cr extracted
with 0.1 and 1.0M HNO3 from layers containing sludge. Apparently,
organic material in the sludge reacts with HNO3; if dilute acid is used,
the acid is exhausted and Cr extraction is incomplete.
Table C-ll suggests that appreciable amounts of Cr are found below
old sludge deposits. Accordingly, more extensive tests were undertaken
to establish its distribution, elucidate the mechanism of distribution,
and assess its significance in terms of possible impacts on water quality.
Soil samples were obtained with a rotary drill at test hole #17
(see Fig. C-5) by blowing the drillings with air. Samples collected
periodically from various depths down to the water table were analyzed
as previously described for Cr. Results are shown in Table C-12 and
plotted in Fig. C-13.
The concentration of Cr is high throughout the first 10 ft where
old sludge deposits were clearly present. The water content is also
high (up to 24%), indicating that the sludge has remained relatively wet
over the years. Once the sludge layer is traversed, the Cr content
decreases very rapidly with depth and is at background levels at 20 ft.
Moisture content also falls to about 1 to 1.5%. At about the water table,
i.e., at 30 to 35 ft, the amount of Cr increases to about 100 ppm and then
drops again relatively quickly to background values.
To understand the origin of the vertical distribution of Cr found
beneath old sludge deposits it is useful to recollect that old sludge
(contrary to currently produced sludge) was not dewatered. Effluent from
the tannery was allowed to settle in ponds and the wet sediment was then
removed (by excavation) and dumped at the Lawrence site. In dredging the
bottom sediments of the settling lagoons, sand as well as sludge was
probably removed and the wet mixture of the two was deposited at the
Lawrence site. It is not known whether the sludge was deposited on the
surface or whether the dumping site was partially excavated. In any case,
it is probable that appreciable liquid flowed from the sludge and eventually
C-45
-------
Table C-12
Soils Analysis for Cr and Sodiumd)
Test Hole #17
Sample
Depth
H2O
Cr(2)
Na(2>
Comments
(wt %)
(ppm)
(ppm)
7
8
9
0-5'
13.1
18.0
12.7
1,980
1,200
2,410
122
148
124
Sand & Sludge
10
11
5'-7*
24.4
11.3
12,110
3,530
327
167
Sand & Sludge
12
7'-10'
23.9
4,120
407
Sludge
13
15
16
10'-15'
2.02
3.65
2.65
43.0
59.2
27.6
82.6
95.0
79.6
Sand & Sludge
17
18
19
15ป-20'
2.30
3.42
3.98
16.2
95.2
50.3
93.7
115.
106.
Sand & Sludge
20
21
20'-25'
1.11
1.40
16.9
14.1
97.6
104
Sand
22
23
24
25'-30'
1.73
1.71
1.50
14.1
12.3
9.5
86.0
94.2
92.7
Sand
25
26
27
30'-35'
15.6
13.0
12.7
13.0
34.3
99.0
111
108
173
Sand, Wet
28
29
30
35'-40'
17.8
17.2
17.2
26.4
15.8
12.6
157
132
93.5
Wet Sand
The location of test hole #17 is shown in Fig. C-5.
(2)
Extracted by refluxing with concentrated nitric acid three times
(approximately 6 cc and for each gram of sample).
C-46
-------
10,000
5,000
1000-
100
50
20
10-
10
20
30
40
50
DEPTH (FT)
Fig. C-13: Vertical distribution of Cr at test hole #17 (below old
sludge deposits). n-Ll
-------
entered the groundwater. It is a reasonable assumption that particles
containing chromium were carried downward by this flow, aided perhaps by
infiltrating rainwater, and that some were trapped and accumulated at the
water table.
If the account suggested above is correct, there should also be
an increase in the proportion of small particles of sand at the water
table. Results of sieve analyses of samples taken at various depths are
given in Table C-13. Figure C-14 shows the percentage of particles which
are passed by an 80 mesh screen as a function of depth. It is clear that
the percentage of fines (both < 80 mesh and < 200 mesh) rises substantially
when the water table is encountered. For example, the percentage of fines
(particles that pass a 200 mesh screen) is generally about 1.5 to 2.5%;
however, at the water table it rises to about 14%. Similarly, the
percentage of particles that go through an 80 mesh screen rises from about
5% to almost 50%. Obviously, there was vertical sorting of fine particles,
probably aided by infiltrating raining, with accumulation of fines at the
water table.
In view of these results, there was another contributing factor
to the accumulation of particles of Cr (or particles containing Cr) at
the water table, namely, the decrease in porosity of the host material
through which the Cr particles moved. A bed of particles with smaller
average size implies a smaller pore size and lower overall porosity.
Some further analyses of these samples were carried out to
ascertain the distribution of Cr among the various sieved fractions.
Results are given in Table C-14. It is clear that a higher percentage
of Cr is found in the fine fraction than in the rest of the sample.
Thus, for sample 22, the total fraction of particles less than 200 mesh
is 1.38% but the Cr content of this fraction accounts for 9.3% of the
total Cr. These results again suggest that Cr was carried downward as
fine particles.
That Cr was carried downward in the form of particles - and not
by a dissolution/deposition mechanism - is further supported by analyses
of water in contact with the Cr at the water table. The water samples
C-48
-------
Table C-13
Sieve Analysis of Samples
from Test Hole #17
Depth
(ft)
Weight Per
Cent
o ! (1)
Sample
Mesh > 10
> 20
> 80
> 200
> 325
< 325
9
0-5'
22.04
16.75
42.85
11.07
4.5
2.79
10
5' 7 '
25.99
25.51
41.26
4.89
1.63
0.72
12
7'-10'
17.92
14.29
46.58
13.53
4.94
2.72
15
10'-15'
11.64
23.82
59.47
3.72
0.86
0.49
17
15'-20'
21.90
35.48
39.54
1.84
0.76
0.47
18
15'-20'
21.04
29.76
42.36
4.28
1.74
0.82
21
20'-25'
26.91
44.43
25.09
1.70
1.31
0.54
22
25'-30'
6.47
18.76
70.40
2.99
0.84
0.54
27
30'-35'
6.82
11.51
62.23
15.22
3.36
0.85
28
35'-40'
1.19
2.39
46.81
35.81
10.60
3.20
^See Table C-12 for sample numbers.
C-49
-------
CO
UJ
80
O
oo
V
60
0
1
VJ1
o
LU
O
QC
uj 40
X
o
Ui
5 20
SAND
AND
WATER
SAND AND SLUDGE
SAND
5 10 15 20 25 30 35 40
DEPTH (FT)
Fig. C-14: Vertical distribution of percentage of particles < 80 mesh at test hole #17.
-------
Table C-14
Chromium Content of Sieved Fractions
of Samples from Test Hole #17
Cr Content (ppm) in Sample Fraction
Sample Depth Whole Sample 200> - >325 <325
(ft)
22 25-30 14.1 85 115
27 30-35 99.0 240 380
38 35-40 26.4 25 60
Total Amount and Per Cent of Total
Cr in Sieved Fraction(l)
% of Total
Sample Depth Total Cr per mg 200> - >325 <325
(ft)
22 25-30 14.1 5.0 4.3
27 30-35 99.0 8.1 2.0
28 35-40 26.4 10.2 6.7
^See Table C-13 for weight per cent of each sieve fraction.
C-51
-------
were obtained by allowing wet sand collected at or near the bottom of the
test hole to settle; the supernatant water (containing some fine particles)
was analyzed for Cr both before and after filtration. Results of such
analyses are shown in Table C-15. The amount of dissolved Cr is negligible
1 ppb), although particulate Cr is obviously in intimate contact with
this liquid.
Further confirmation of the insolubility of Cr containing compounds
in these historical sludge deposits was provided by leaching tests carried
out with samples from test hole #17. Portions (0.4 g) of various soil
samples (not dried) were placed in 30 ml of distilled water for six days
at room temperature (about 25ฐC). The liquid was then filtered through
a 0.45 ym filter, made up to a fixed volume (50 ml), and analyzed for Cr.
The analyses, given in Table C-16, showed no detectable Cr in solution.
Analyses for other constituents, besides Cr, were also carried out.
Results for sodium are given in Table C-12; for chloride and organics
(COD) in Table C-17. To place these results in perspective, similar
analyses (for Cr, Na, Cl~ and COD) were carried out with samples obtained
at a nearby site which was free of sludge. The chloride analysis was
carried out by extracting 10 g of sample with 40 cc of distilled water at
100ฐC for 1 hr. The samples were then filtered and washed, the filtrate
was made up to 100 cc and analyzed for Cl~. COD analyses were carried out
by standard techniques. Results are given in Table C-18.
The distribution of all these constituents (sodium, chloride and
organics) is similar to that for Cr. Concentrations are high in the
sludge deposit but decrease very quickly in the layers of sand below the
sludge. In all cases, there is a clear increase at sample 27 which
coincides with the increase in Cr. For example, the COD values increase
from about 1.5 mg/g to 2.5 mg/g; similar increases were found for chloride
and sodium. These distributions are consistent with particles of sludge
having been carried downwards with some accumulation at the water table.
They cannot be reconciled with a mechanism involving leaching and
precipitation, since these constituents (chromium, sodium and chloride,
and organics) have widely varying solubilities.
C-52
-------
Table C-15
Analysis of Supernatant Liquid Obtained by Allowing Wet n.
Sand to Settle from Mixed Sand-Water Samples of Test Hole #17
Sample No.
Cr (ppm)
Na (ppm)
Comments
28
0.001
-
Unfiltered, settled
28
0.27
17.0
Unfiltered, shaken
28
0.001
15.2
Filtered
29
0.001
13.5
Filtered
30
0.001
14.9
Filtered
^See Fig. C-5 for location of test hole #17.
C-53
-------
Table C-16
Chromium Extraction from Soil Samples(1)
of Test Hole #17
Sample Cr Content
No. Depth of Soil Extracted Cr^ '
(ft) (ppm of dry soil) (ppm)
8 0-5 1,200 <0.02
11 5-7.5 3,530 <0.02
16 10-15 27.6 <0.02
19 15-20 50.3 <0.02
20 20-25 16.9 <0.02
24 25-30 9.5 <0.02
26 30-35 34.3 <0.02
29 35-50 15.8 <0.02
Extraction of 0.40g of soil (not dried) with 30 ml of doubly
distilled water at room temperature (^25ฐC) for six days.
Solutions filtered through 0.45 ym HA Millipore filter and
made up to 50 ml with distilled water.
(2)
Below analytical limit of procedure.
C-54
-------
Table C-17
Soils Analysis for Chloride and COD
of Samples from Test Hole #17
Test Hole #17
Sample Depth **2^ Chloride COD
(ft) (wt %) (mg/g dry wt) (mg/g dry wt)
8 0-5 18.0 0.040 24.1
10 5-7 24.4 0.20 142.2
12 7-10 23.9 0.30 146.5
15 10-15 3.65 0.037 7.21
18 15-20 3.42 0.019 1.46
21 20-25 1.40 0.028 1.62
23 25-30 1.71 0.018 1.57
25 30-35 15.6 0.016 1.29
27 30-35 12.7 0.034 2.51
29 35-40 17.2 0.015 1.62
C-55
-------
Table C-18
Sieve and Chemical Analyses of Soils Free from Sludge
Sieve Analysis
Weight Per Cent
Sample
Depth (ft)
Mesh >10
>20
>80
>200
>325
<325
3
0-5
1.67
25.59
71.11
1.17
0.31
0.15
5
5-10
1.09
18.69
77.77
1.87
0.33
0.24
Soils Analyses for Cr and Sodium
Sample Depth *^0 Cr Na Chloride COD
(ft) (wt %) (ppm) (ppm) (ppm) (mg/g dry wt)
1 1.13 7.41 75.3
2 0-5 2.52 12.8 73.0 20 1.50
3 2.32 8.04 71.7
4 2.23 7.02 76.5
5 5-10 1.97 18.2 77.1 22 1.49
6 1.63 7.71 94.4
C-56
-------
(b) Cation Exchange Capacity
The cation exchange capacity (CEC) is the sum of exchangeable
cations of a soil. Many methods have been proposed and used for determin-
ing CEC. Currently, most techniques involve saturating the exchange
complexes with a given cation and then determining the total adsorbed
cation analytically. The method used here was the alkaline sodium
acetate (pH 8.2).
Values of cation exchange capacity of samples at various depths
are given in Table C-19. Values in the range of a few mequiv/100 g are
consistent with the nature and particle size of the soils in question.
5. Chemical Analyses of Groundwater
(a) Procedures
Analyses of groundwater for total and dissolved Cr, sodium, calcium,
nitrate and Kjeldahl nitrogen, chloride, and COD were carried out using
standard analytical techniques (see Table C-20). In all cases, samples
were taken after 1 hr of pumping at rates of 15 to 50 gpm and should be
representative of groundwater quality in the vicinity of the well. Well
numbers correspond to those used previously; the location of the wells is
shown in Fig. C-5.
Samples were stored in polyethylene containers, except for samples
to be analyzed for TOC (total organic carbon) where glass containers were
used. Groundwater samples were collected generally during the month of
December, 1976 and had to be warmed to avoid freezing during transport
for analysis. They were refrigerated at 40ฐF at the laboratory.
Samples containing low levels of Cr may loose Cr by adsorption on
container walls. Although such losses, expected for glass containers,
were not anticipated for the polyethylene containers used here, the extent
of possible losses of Cr during storage was ascertained by preparing
solutions with known concentrations of Cr, storing them in similar
polyethylene containers used for sample collection, and periodically
analyzing them for Cr. No detectable loss of Cr was observed. In
C-57
-------
Table C-19
Cation Exchange Capacity of Soils at
Test Hole #17 and Nearby
A. Test Hole #17
Sample Depth CEC^
(ft) (mequiv/lOOg)
23 25-30 2.2
30 35-40 4.1
B. Site Near Test Hole $17
Sample Depth CEC^
(ft) (mequiv/lOQg)
2 0-5 1.9
^^Determined by the sodium acetate method at pH 8.2.
C-58
-------
Table C-20
Groundwater Analyses^
Well Number:
#7
#8
#10
#13
#14
#15
Groundwater Table (ft):
12.
0
9.2
7.0
22.1
14.5
14.5
Groundwater Sample (ft):
35-45
91-101
67-77
67-77
30-40
55-65
45-55
45-55
Total Cr (ppb)
<0.5
0.5
2.0
<0.5
<0.5
<0.5
2.0
1.0
Dissolved Cr (ppb)^
<0.5
<0.5
0.5
<0.5
<0.5
<0.5
<0.5
<0.5
Sodium (ppm)
17.1
45.6
6.4
7.5
2.3
3.5
5.8
6.1
Calcium (ppm)
31.4
37.9
32.5
23.1
7.3
9.9
17.3
17.6
Chloride (ppm)
25.7
67.3
15.0
17.4
1.0
3.2
9.4
00
Nitrate Nitrogen (ppm)
4.10
3.80
0.14
1.15
1.64
0.37
0.64
0.66
Kjeldhal Nitrogen (ppm)
0.85
1.14
0.26
1.89
2.95
2.69
4.65
4.12
COD (mg/fc)(3)
10.7
<5.0
1.3
<5.0
<5.0
<5.0
<5.0
<5.0
Samples taken at least 1 hr after pumping at rates of 15 to 50 gpm.
(2)
"Dissolved" Cr is the amount of Cr in the filtrate through a 0.45 u filter.
(3)
Where "less than" is noted, the COD content was equal or less than the blank.
-------
particular, solutions containing 25 and 50 ppb showed no detectable change
(within the precision of the analysis) after storage for 100 days.
(b) Results
The range of variation of analyses with sampling time and with time
of pumping are illustrated in Table C-21. Table C-22 illustrates the
precision of Cr analyses at the low levels encountered here. Results
obtained and reported previously by Whitman & Howard are shown in
Table C-23.
All of these results are within normal values for groundwater;
none of the values for the various constituents exceed drinking water
standards. However, when all of them are considered, it is clear that
groundwater quality at well #7 is significantly lower than the average
groundwater quality in the area, particularly at depths near the bottom
of the groundwater table. Results of groundwater analyses are shown in
Table C-20.
Well #7 is about 1500 ft downstream from the old deposits of
sludge at the Lawrence site and about 400 ft downstream from the Norway
dump across the river. It is highly probable that the decreased water
quality at well #7 is a result of leachate from the Norway dump. This
is suggested by the relative distances (given above) and by the fact
that groundwater quality between the old sludge deposits and well #7
shows no indication of deterioration (see Table C-23).
Analysis of groundwater directly beneath the old sludge deposits
was carried out by drilling a test well (//18) at essentially the same
place as test hole #17. The groundwater table was at 30.5 ft and refusal
was at 50.0 ft. Samples were withdrawn (after 1 hr of pumping) from
35-40 ft and 45-50 ft and analyzed with results given in Table C-24.
As shown in Fig. C-12, the groundwater elevation in this area is
higher than groundwater elevations nearer the river (north and south from
the old sludge site) by about 40 ft. Groundwater below the old sludge
deposits must originate from local infiltration and, probably, from
drainage from the hills rising steeply on the far side of East Oxford
C-60
-------
Table C-21
Groundwater Analyses
Well
Well #13
Well #14
Sample
A
B
A
B
A
B
Total Cr (ppb)
2.0
2.0
< 0.5
< 0.5
2.0
2.0
Dissolved Cr (ppb)
0.5
0.5
< 0.5
< 0.5
< 0.5
< 0.5
Sodium (ppm)
6.2
6.6
3.5
3.4
6.3
5.4
Calcium (ppm)
31.7
33.0
9.8
10.3
18.1
16.5
Nitrate Nitrogen (ppm)
0.14
0.13
0.43
0.30
0.69
0.60
(1)
Samples taken as follows
Well #8:
Sample A after 1 hr pumping at 15 ppm from 67-77 ft
Sample B - as for A, 1 week later
Well #13: Sample A after 1 hr pumping at 10 gpm from 55-65 ft
Sample B - as for A, but after 3 hrs of pumping
Well #14: Sample A after 1 hr pumping at 50 gpm from 45-55 ft
Sample B - as for A, but after 3 hrs of pumping
C-61
-------
Table C-22
Cr Analyses of Groundwater Samples
Sample
Total Cr
(PPb)
Dissolved i
(PPb)
Well #7, 35'-45'
0.0 + 0.2
0.0 + 0.2
Well #7, 91'-101'
0.5 ฑ 0.2
0.0 + 0.2
Well #8, 67'-77'
1.7 ฑ 0.8
0.4 ฑ 0.2
Well #8, 67'-77'
1.3 ฑ 0.5
0.3 ฑ 0.3
Well #10, 67'-77'
0.0 + 0.2
-
Well #13, 30'-40'
< 0.5
-
Well #13, 55'-65'
< 0.5
-
Well #13, 55'-65*
< 0.5
-
Well #14, 45'-55'
2.0 ฑ 0.5
< 0.5
Well #14, 45'-55'
2.0 ฑ 0.5
< 0.5
Well #15, 45'-55'
1.0 ฑ 0.5
< 0.5
(1) Where limits are given, multiple analyses (up to 12) were
run; the limits are 95% confidence limits.
C-62
-------
Table C-23
Groundwater Analysis from Well //3
of Whitman and Howard(l)
Depth in Water Table
5 ft
15 ft
pH (15ฐC)
7.0
7.0
BOD (ppm)
8.0
5.0
COD (ppm)
<10.0
<10.0
TDS (ppm)
39.0
41.0
Manganese (ppm)
0.20
0.13
Magnesium (ppm)
0.90
1.0
Copper (ppm)
0.19
0.19
Zinc (ppm)
0.85
0.25
Calcium (ppm)
11.0
10.0
Iron (ppm)
0.31
0.38
Nickel (ppm)
<0.1
<0.1
Chloride (ppm)
1.5
1.5
Phosphate (ppm)
0.25
0.55
Nitrate (ppm)
0.095
0.66
Nitrite (ppm)
0.005
0.21
Ammonia (ppm)
1.8
2.6
"Site Evaluation Report - Sludge Landfill,
Paris Utility District, South Paris, Maine"
Whitman and Howard Inc., Boston, Ma.,
January 1975. Test well #3 was near the pond,
downstream by about 350 ft from old sludge
deposit site. The water table was at 21 feet.
C-63
-------
Table C-24
Groundwater Analyses at Test Well #18
Top of Water Table: 30.5 ft
Refusal: 50.0 ft
Groundwater Depth (ft)
35-40
45-50
PH
6.2
6.3
Conductivity (ymho/cm)
123.0
219.0
Eh (volts)
0.51
0.50
Sodium, ppm
3.7
12.0
Calcium, ppm
10.3
19.5
Manganese, ppm
0.59
0.29
Magnesium, ppm
1.2
4.5
Iron, ppm
0.55
1.0
Total Chromium, ppm
<0.02
<0.02
Chloride, ppm
11.9
12.9
Nitrate, ppm as N
4.3
2.8
Nitrite, ppm as N
0.03
0.23
TKN, ppm as N
2.2
0.7
Ammonia, ppm as N
0.02
0.03
Total Phosphorus, ppm
1.4
<0.5
COD, mg/ฃ
3.8
22.8
TOC, mg/ฃ
2.0
9.0
C-64
-------
Street. Leachate from the site enters this groundwater and would generally
flow towards the river (towards the north) given the steep hydrological
gradient in this direction.
The results in Table C-24 show no significant impairment of water
quality beneath the old sludge deposits. In interpreting these results,
it should be noted that the groundwater water table is unconfined and has
a total thickness of about 20 ft. Since flow to a partially screened well
in this formation has a significant vertical component, the samples with-
drawn from the first 5 to 10 ft (screen at 35-40 ft), are representative
of groundwater in about the top half of the table and samples withdrawn
from the last 15-20 ft are representative of the bottom half. In both
cases, water quality has not deteriorated significantly. However,
comparison of the two sets of results shows that the bottom layers have
accumulated somewhat higher concentrations of constituents expected from
the sludge (see, for example, sodium and calcium). Nitrogen, which is
subject to bacterial action, is higher in the top half, particularly as
nitrate nitrogen. The distribution of sodium is consistent with a some-
what larger volume of groundwater flow in the top layers. Because of such
flow, long-term accumulation would be expected to be less pronounced in
the top layers than near the bottom.
6. Uptake of Chromium by Plants
Analysis of vegetation for trace elements provides an indication
of the concentration of these elements in the surrounding soil. In the
case of Cr, there does not appear to be any preferential uptake by plants.
However, increased Cr content in the soil is reflected in increased Cr
content in plants.
Leaf samples were collected from two species, oak and white pine.
The first is relatively deep-rooted while the latter has shallow roots.
The leaves were ashed and the ash analyzed for total Cr by atomic absorp-
tion. Sampling locations are shown in Fig. C-15. Results of the analyses
are shown in Tables C-25 and C-26.
C-65
-------
PRELIMINARY MAP
PARIS UTILITY DISTRICT SOUTH PARIS. MAINE
SANITARY LANDflLL SITE
80 160 MO FT.
\ ' / /
NEW RDM)
POND
WATER tEVCL
ELCV 349
ft ฃ"*1*/' ../fOปMCR /'/
iiuDGE
FORMER
pAILRQ*0 twoฎ
SAW MILL
Pine
~ Oak
Fig. C-15: Locations of sampling sites for pine and oak leaves.
-------
Table C-25
Analyses of Oak Leaves for Chromium
Location Total Chromium In Leaves
(ppm of ashed leaf)
1
69
2
234
3
292
4
97
5
57
6
256
7
181
8
44
9
91
10
29
11
45
12
63
Note: Background content of oak leaves (Sabbath
Day Pond) is about 40 ppm.
Locations 2, 4, 5 and 7 were by the settling
lagoons (outside the area shown in Fig. C-15).
C-67
-------
Table C-26
Analyses of White Pine Needles for Chromium
Location Total Chromium in Needles
(ppm of ashed needles)
1 40
2 88
3 (not obtained)
4 190
5 47
6 43
7 159
8 131
9 116
C-68
-------
The Cr content of leaves of both oak and white pine at the A. C.
Lawrence site exceeds in several instances the background levels in the
general area. The approximate (schematic) gradients of Cr concentration
in leaves indicated in Fig. C-16, though based on limited data, are
nevertheless suggestive of surface dispersion (presumably by runoff) of
Cr. Data at the old sludge deposit area suggest that runoff moves north-
ward (towards the pond). There appears to be little surface dispersion
of Cr either east or west from the site. The data obtained at the new
(currently utilized) disposal site suggest that surface dispersion of Cr
is also northward while movement of Cr west and southwest is slow as
indicated by the relatively steep Cr gradient.
7. Assessment of Environmental Impacts of the A. C. Lawrence Site
Sludge dumping at the A. C. Lawrence site over the last 15 years
has not led to significant or lasting effects on groundwater quality, in
spite of the relatively haphazard ways in which sludge was deposited on
the site. Absence of adverse impacts is attributed to the nature of the
sludge and the hydrology of the area.
Characteristics of the sludge that may have led to a low leachate
load include a high content of relatively insoluble inorganic material
(CaC03 and Cr(0H)3); characteristics of the site that may have led to a
low concentration of pollutants in the groundwater include high perme-
ability of sediments, relatively large groundwater flows, and steep
hydrologic gradients.
The high permeability of sediments implies relatively rapid move-
ment of infiltrating rainwater and hence a limited contact time between
sludge and rainwater. Steep hydrologic gradients at the site imply high
groundwater velocities and hence relatively rapid mixing of water which
has come in contact with the sludge with the general groundwater in the
area. Furthermore, the relatively large flows of groundwater lead to
dilution of material leached from the sludge.
A major constituent of concern, namely chromium, appears to be
essentially insoluble under local conditions and its concentration in the
groundwater is negligible.
C-69
-------
n
o
100
50 75 .125 150
~rr = 0.5 ppm/ft
dc/dx
= 0.7 ppm/FT
100
CURRENT SLUDGE
DEPOSITS
V
50
75
50
f OLD SLUDGE /
DEPOSITS /
Fig. C-16: Surface dispersion of Cr as determined by uptake by pine and oak.
-------
It should be noted that historical sludge deposits were not dewatered.
Current sludge is expected to be considerably less permeable to water than
sludge sediments deposited at the A. C. Lawrence site in the past. Accord-
ingly, considerably less leachate is expected to be generated from current
sludge.
C-71
-------
APPENDIX D
THE RYERSON HILL SITE
-------
TABLE OF CONTENTS
Section Page
1. Introduction D-l
2. Local Geology and Physiographic Characteristics of the
Ryerson Hill Site D-l
3. Soil Survey Date D-5
4. Engineering Aspects of the Design for Sludge Landfill at
Ryerson Hill D-10
5. Hydrologic Aspects of the Engineering Design for the Ryerson
Hill Site . D-17
(a) Hydrologic Aspects of Proposed Design D-17
(b) Hydrologic Effects of the Proposed Design on Adjacent
Areas D-19
6. Summary D-21
D-i
-------
LIST OF FIGURES
Figure Page
Fig. D-l Location of proposed Ryerson Hill landfill site. . . . D-2
Fig. D-2 Hypothetical geologic cross section for Ryerson Hill
site D-4
Fig. D-3 Geologic profiles obtained from augered test holes . . D-6
Fig. D-4 Location of augered test holes at the Ryerson Hill
site D-8
Fig. D-5 Distribution of soil types at the Ryerson Hill site. . D-9
Fig. D-6 Cross section showing the relationship of the under-
drain trenches to sludge cells and the distribution
of soil materials D-l2
Fig. D-7 Longitudinal cross section of sludge cell showing
distribution of soil materials and cell dimensions . . D-14
LIST OF TABLES
Table Page
D-l Physical and Engineering Properties of Ridgebury
and Peru Soils D-ll
D-ii
-------
APPENDIX D
THE RYERSON HILL SITE
1. Introduction
This section reviews the suitability of the Ryerson Hill site for
sludge disposal. The local geologic and soil conditions are described
first. The section on regional geology in the preceding appendix
(Appendix C) should be consulted for a broader view of the geologic setting.
The essential features of the proposed landfill design for the
Ryerson Hill site are reviewed and technical problems presented by the
nature of the site and landfill design are detailed. Specialized
hydrologic questions relevant to disposal of sludge at this site are
discussed with particular reference to items introduced at the public
hearing.
The overall analysis suggests that the site can probably be
operated in an environmentally acceptable manner. However, considerable
uncertainty will remain until actual experience demonstrates that such
operation is indeed possible. Thus, utilization of this site would
entail at least a financial risk.
2. Local Geology and Physiographic Characteristics of the
Ryerson Hill Site
The prospective sludge disposal site at Ryerson Hill in northeast
Paris is situated as shown in Fig. D-l. The proposed site, covering
approximately 52 acres, is at an elevation of about 1140 ft at its
southern boundary and 1020 ft at its northern boundary. The topography
slopes at about 5% to the North and somewhat more gently to the East and
West.
The Ryerson Hill terrain consists of glaciated bedrock with a
discontinuous shallow overburden of till which has subsequently developed
D-l
-------
ฆ trail,
oposed
5ฃQu at
- Peonage
"Cerr^
* . ,\ \
vVU. \
. Quarry
75^'". \
Whittemore V *
.' v \A;.
1 inch = 2000'
Fig. D-l: Location of proposed Ryerson Hill landfill site.
D-2
-------
a soil profile including a permeable upper soil profile (solum) extending
to approximately 2.5-3 ft. depth and a fragipan substratum which extends
to bedrock, typically at approximately 12 ft. depth. The fragipan is quite
compact in partial consequence of the effect of overriding glacial ice.
This substratum contains fines (<200 mesh) ranging from 20 to 65 percent
by weight. Accordingly, the fragipan has much lower permeability than
the solum.
The contrast in permeability leads to the existence of a perched
groundwater table in the upper soil profile with a seasonal high water
table within 18 inches of the surface. Groundwater is restricted to a
shallow depth by the fragipan permeability barrier. Groundwater may also
be confined beneath the fragipan and may be held in the joint systems of
the bedrock. Figure D-2 is a hypothetical cross section indicating the
surficial geologic relationships at Ryerson Hill.
Penetration of the fragipan by bedrock outcrops or artificial means
may lead to springs discharging through the fragipan. Springs, probably
of this origin, occur on and near the site. The fragipan-spring associa-
tion is an important concern from an engineering standpoint where these
soils (specifically the Ridgebury and Peru soils at this site) are concerned.
Agricultural experience in the locale provides examples of engineering
problems connected with springs in these fragipan soils. The likelihood
that a bedrock outcrop or other penetration of the fragipan will be
associated with the occurrence of an active spring depends on factors
such as the frequency and geometry of joints in the bedrock, which can
collectively provide a groundwater reservoir, as well as the height of
the local piezometric surface.
The Ryerson Hill site is in the drainage path of an areally extensive
watershed extending south toward the crest of Ryerson Hill. Furthermore,
the perched groundwater is confined to a shallow depth in the upper soil
profile. These factors are consistent with a large volume of groundwater
discharge above the fragipan at the Ryerson Hill site.
Ryerson Hill is a watershed area for at least three streams (Moody,
Darnit and Cole Brooks). Also, there are several ponds with 1/2 mile of
D-3
-------
HYPOTHETICAL GEOLOGIC CROSS SECTION
FOR RYERSON HILL SITE
12
UPPER HORIZON OF RELA-
TIVELY PERMEABLE SOIL
HORIZON OF FRAGIPAN SOIL
(RELATIVELY IMPERMEABLE)
JOINTED BEDROCK OF
GNEISSIC OR PLUTONIC ROCK
^ PERMEABLE MATERIAL
POSSIBLY ENCLOSED BY
FRAG I PAN AT BEDRXK
SURFACE
Fig. D-2: Hypothetical geologic cross section for Ryerson Hill site.
-------
the proposed site. There are no classified bodies of water within 300 ft
of the site. There is one adjacent well. One spring and at least two
intermittent streams have been identified on the site.
Figure D-3 presents geologic data from augered test holes at the
Ryerson Hill site (see "Design Report and Operational Manual for Sludge
Landfill, Paris Utility District, South Paris, Maine" by Whitman and
Howard, June 1975). Locations of the test holes are indicated in Fig. D-4.
These holes were drilled to a maximum depth of 12 ft; shallower holes
reached refusal at depths indicated in the test hole logs. It should be
noted that fragipan probably occurs in all the test holes. However, in
Fig. D-3, till has been indicated only where the test hole logs reported
till specifically. In the absence of any specific designation in the
test hole logs, the geologic profiles indicate the lithologic character
only.
3. Soil Survey Data
The results of a medium intensity soil survey including the Ryerson
Hill site are available from the USDA Soil Conservation Service. The areal
soils distribution given in Fig. D-5 indicates that Ridgebury and Peru
soils are prevalent at the proposed site.
The Ridgebury soil has been described as a poorly drained sandy
soil with fragipan. The soil type occurs on level to moderately sloped
(0-5%) areas principally on upland hills and ridges underlain by granitic,
gneissic and schistose glacial till. Ridgebury soil occurs mostly in
southern Maine. The soil consists of a dark surface layer of fine sandy
loam 2 to 10 inches thick. This is underlain by an olive-gray fine sandy
loam subsoil. A firm compact fragipan occurs at from 10-25 inches depth.
Coarse fragments and stones comprise from 5 to 35 percent of the soil
volume. Depth to bedrock is greater than 4 ft. The surface may be quite
dry in summer but is often saturated in the remaining seasons by a perched
groundwater table. Permeability in the upper soil is moderate to high
but is low in the fragipan. The soil has high susceptibility to frost
action, good compactibility and slow to medium runoff characteristics.
D-5
-------
1
2
3
4
5
W/M
W/S/A
-
n
* .
O
' '
. C
. ฆ
-
ฉ .
. c
c
ป* * *
. ซ=>
cO
o
** * * *
o
o
10
11
12
13
14
<
(
o . C
o
03
o
o>
o>
o
O
P . '
O
o
15
55
\ *
Increase in clay content beneath this depth.
Fig. D-3: Geologic profiles obtained from augered test holes.
-------
23
(2)
I
(3)
Topsoil
Fine, silty sand often with clay, gravel and
occasional boulders (relatively permeable)
O" Fragipan (till) clay and silt; fine sand and
'f gravel with occasional boulders (low permeability)
Location of lithologic transition
Horizontal arrows indicate the location of ground-
water 17 hrs after augering the hole
-------
*
/
Si*ซ
Boundary
./::> *10 *15
5
3 *8
ฆ7
-21
'20
14 *19 *
13 .18=
I8A
12 *17
16 *:-2
HILL wP
RYERSON
27
26
Si+ซ
Boundary
25
24;
24A
23;
23A
Fig. D-4: Location of augered test holes at the Ryerson Hill site.
jooft.
D-8
-------
if
/
:
/: /saV*'- /-, ป
:
'**'& '^:^r*kt'
i _r.' ii->'
.~> *v* ?'
-5V''. jV1-
; i*? v\ฃ7
yfc/V-r'i
,~ ." r
"' t:fci 'Aftฃ.'
Survey
Boundary
ISSI
<'&XiUfr. WWMFS^r,*' ป*rip-f.
>.g*.:-.w.r iW i
RYE.BSON hill ?>p
S;h
gound&ry
Sila
Boundary
Sooft.
i
'S
Fig. D-5: Distribution of soil types at the Ryerson Hill site.
42 - Ridgebury Soil; 79 - Peru soil; B - slope 3-8%.
D-9
-------
The Ridgebury soil is difficult to work due to the saturated soil condi-
tions and stoniness.
The Peru soil has been described as a moderately well-drained fine
sandy soil occurring on nearly level to moderately steep (0 to 25% slope)
on glaciated upland areas. Slopes are generally between 3 and 8%. The
soil consists of a dark grayish-brown fine sandy loam surface layer and a
dark reddish-brown fine sandy loam upper subsoil. The lower subsoil is an
olive-brown fine sand loam. Fragipan occurs at from 18 to 34 inches depth.
Coarse fragments and stones comprise from 0-30% of the soil by volume.
Depth to bedrock is greater than 4 ft from the surface. Permeability is
moderate in the upper soil and low in the fragipan. Surface runoff is
slow to rapid depending on slope. Frost susceptibility is moderate. The
soil is difficult to work due to saturated soil conditions and stoniness.
Table D-l below gives physical and engineering properties of the
Ridgebury and Peru soils. This data is not site specific to Ryerson Hill
but reports general characteristics of these soils.
4. Engineering Aspects of the Design for Sludge Landfill
at Ryerson Hill
Partially in consideration of the DEP regulation that solid waste
materials be deposited 5 feet or more above the groundwater table, the
design provides for removal of the perched groundwater from the site so
that the groundwater table would be at least 5 ft below the waste (see
"Design Report and Operation Manual for Sludge Landfill, Paris Utility
District, South Paris, Maine" by Whitman and Howard, June 1975).
In order to drain the perched water table and prevent surface
runoff and subsurface flow from entering the site, groundwater and surface
runoff would be diverted and redirected by a network of underdrain trenches
and surface ditches. It was proposed to install an underdrain trench on
the uphill (south) side and continue it down both the east and west
margins of the fill area. Figure D-6 shows the design cross section
of this trench. The perforated pipe at the bottom would emerge at ground
surface at the lower end (north) of the site and water would discharge
from there downslope.
D-10
-------
Table D-l
Physical and Engineering Properties of Ridgebury and Peru Soils
Ridgebury Soil:
General
CIassifi cation
%
Coarse
% of
Material
Permea-
Soil
Soil
Passing
bility
Available
Reac-
Shrink
Profile
USDA
Fragments
Inches
Water
tion
Swell
(Inches)
Texture
AASHO
>3"
H
#10
#200
per hr.
Capacity
(pH)
Potential
0-8
fsl
A-2
0-15
70-
65-
25-
0.63-
0.06-
4.5-
Low
A-4
100
95
65
6.3
0.24
5.5
8-16
fsl
A-2
0-15
65-
55-
20-
0.63-
0.04-
4.5-
Low
A-4
95
95
60
6.3
0.20
5.5
16-40+
fsl
A-2
5-15
65-
55-
20-
<0.63
0.08-
5.0-
Low
A-4
95
90
60
0.10
6.0
Peru Soil:
General
CI assl f i rat--Inn
%
% of
Material
Permea-
Soil
Soil
Coarse
Passing
bility
Available
Reac-
Shrink
Profile
USDA
Fragments
Inches
Water
tion
Swell
(Inches)
Texture
AASHO
>3"
#4
#10
#200
per hr.
Capacity
(pH)
Potential
0-18
fsl
A-2
0-10
80-
70-
15-
0.63-
0.10-
5.0-
Low
A-4
95
95
65
2.0
0.24
6.5
18-24
fsl
A-2
0-10
75-
70-
30-
0.63-
0.08-
5.0-
Low
A-4
95
95
65
2.0
0.21
6.5
24-40+ fsl A-2 5-15 70- 65- 20- >6.3 0.08- 5.0- Low
A-4 95 95 65
-------
PERMEABLE HORIZON OF
SANDY, LOAMY MATERIAL
COVER
MATERIAL
SLUDGE
CRUSHED
STONE
FRAGIPAN
A PERFORATED
8" DRAIN
UNDER- -
DRAIN TRENCH
Fig. D-6:
Cross section showing the relationship of the underdrain
trenches to sludge cells and the distribution of soil
materials.
-------
A ditch would surround the site to intercept any surface runoff
draining from or toward the site. This surface water would also be
conveyed to the bottom of the site and allowed to discharge downslope.
A 50 ft buffer zone would be left to surround the site.
Within the fill area, parallel pairs of trenches would be
installed running perpendicular to the peripheral underdrain trenches
and nearly on the land contours. One of these would be dug to a depth
of approximately 12 ft and would connect with the peripheral underdrain
system. The purpose of this trench would be to ensure that the perched
water would be removed and the groundwater table would be lowered
sufficiently deep beneath the adjacent ground where sludge would subse-
quently be deposited. The drainage ditch would be dug sufficiently in
advance of any sludge deposition to allow effective draining of the
groundwater. The drainage ditch used to lower the groundwater table will
be backfilled and a parallel trench for sludge deposition would then be
dug. Soil would be excavated each day to accommodate one sludge cell
for the amount of waste deposited daily. The dimensions of each sludge
cell would be 6' x 8' x 40' for the depth, width and length, respectively
(see Fig. D-7). On successive days, sludge cells would be emplaced with
their longitudinal axes parallel so that, collectively, these would form
a sludge fill zone paralleling the drainage ditch. The sludge cells
would have a maximum depth of 6 ft so that the waste would be at least
5 ft above any groundwater table. It was proposed that where the bedrock
was nearer than 11 ft to the surface, the sludge layer could be of a
reduced thickness in order that 5 ft of fragipan would separate the
sludge from the bedrock surface. There was provision in the design for
an 8 ft buffer zone of undisturbed soil to be left intervening between
the peripheral underdrains and the nearest sludge cells (see Fig. D-6).
During the public hearing to review the PUD application for sludge
landfill at Ryerson Hill, it was unclear whether the sludge was of such
a consistency that no earth barrier would have to be left between adjacent
sludge cells (i.e., the sludge might have a high angle of repose).
D-13
-------
PERMEABLE UPPER HORIZON OF
SANDY, LOAMY SOIL
'///////,
COVER MATERIAL
'///////
W
SLUDGE
FRAGIPAN
Fig. D-7: Longitudinal cross section of sludge cell showing distribution
of soil materials and cell dimensions.
-------
Observations indicate that the consistency of the sludge is low enough
that a soil barrier would be required.
Most of the soil removed from the sludge trenches would be back-
filled and graded to produce a 5 ft covering above the sludge. During
the initial phase of site utilization (first 10 years), strips of soil
would be left unutilized between the parallel sludge-filled areas.
During the second phase, trenching and filling would proceed in the
intervening parallel zones of soil previously unutilized. Eventually,
80-85% of the site would be utilized. Only that part of the site in the
immediate vicinity of current operations would be cleared at any one time.
Reforestation and seeding would be carried on as the project progressed.
The Maine Guidelines for Municipal Sewage Treatment Plant Sludge
Disposal on Land state that the Ridgebury and Peru soil types which occur
at the Ryerson Hill site are unsuitable for the proposed project. This
is largely due to the unfavorable natural groundwater situation of these
soils. State Regulations for Landfill Site Selection indicate that,
although a site may fail to meet certain standard requirements (e.g.,
percentage of fines, slope, depth to groundwater table), it may be
approved, if "through good design and operation it can be shown to
provide adequate protection to surface and groundwater resources." The
Whitman and Howard design is an attempt to produce an acceptable landfill
in accordance with that provision of the State Regulations. The design
is a highly innovative one. It should be noted that previous experience
with a landfill site of comparable design or of a site where the ground-
water table had been lowered prior to site utilization is not available.
Various criticisms of the landfill design were made at the public
hearing to review the landfill application. Perhaps the most noteworthy
criticism of the design is that although the sludge cells would be in
impermeable fragipan at depths greater than about 2-1/2 ft, at shallower
depths, the sludge would be within the more permeable upper soil horizon
(see Fig. D-7). Although it was suggested that the fragipan could be
selectively backfilled by careful excavation procedures, it is questionable
whether the disturbed, backfilled fragipan would recover its compact,
D-15
-------
impermeable characteristics. It was further suggested that vibration
compacting could help to restore the fragipan characteristics but this
is uncertain. The sludge will probably be contained in cells only
partially sealed by impermeable soil. Groundwater incompletely drained
from the permeable upper soil horizon could be transmitted with appre-
ciable hydraulic conductivity in the upper, permeable soil in contact
with the sludge.
The application had proposed that an 8 ft interval of undisturbed
soil would remain between the peripheral underdrain trenches and the
nearest sludge cells. In the course of the public hearings, it was
suggested that this buffer zone may be insufficient to provide efficient
filtering of any leachate and should be much greater than 8 ft. However,
the expansion of the buffer zone would reduce the soil area available
for sludge deposition. Along these lines, an internal contradiction
seems to exist. Whereas the proximity of the underdrain trenches and
the parallel drainage trenches to the sludge trenches improves the
prospects that groundwater will be drained, it also increases the danger
that the leachate will be drained from sludge cells. The groundwater
drains may act as conduits for contaminated effluent. Furthermore,
since the fragipan is quite impermeable, water could accumulate within
the trenches cut into fragipan. This would not move laterally in the
fragipan but could "overflow" through the upper permeable soil carrying
leachate constituents. The application indicated that the sludge trenches
would not conform exactly with the land contours such that a 5% gradient
would exist in some trenches. Water accumulating in such trenches could
also flow laterally.
Several technical problems regarding the outfall of the underdrain
system were noted during the public hearings. It was noted that the
200,000 g/day discharge rate given as a maximum would be highly erosive
if not dispersed or impeded before exiting the site. It was recommended
by the Androscoggin Valley Regional Planning Commission that a sedimenta-
tion basin would be a desirable addition to the design. This would
D-16
-------
alleviate the erosion problem and provide an opportunity to impound any
contaminated effluent (for treatment) if monitoring indicated the escape
of leachate components. With the original design, if leachate were
detected, there would be no opportunity to deal with the problem and a
sedimentation basin might have to be constructed after the fact. Another
difficulty with the underdrain discharge is that the outfall might freeze
in cold weather. Although the development of a frost penetration layer
would prevent any further input to the groundwater system, the underdrain
system could cease to remove the groundwater which remained unfrozen.
The hydrologic safeguard which the underdrains provide would be lost
temporarily and the perched groundwater might encroach in the drained
upper soil profile.
The fragipan-spring association applicable to the soils in question
has been described in the previous section on local geology. The genera-
tion of springs in the site would, obviously, be detrimental to the
success of any landfill design. It is difficult, if not impossible, to
establish by testing whether springs might be encountered during trench
ing. The fragipan could be penetrated by numerous test holes without
revealing any artesian source beneath the fragipan. However, the possi-
bility will remain that during excavation of 80-85% of the site, springs
will be encountered.
5. Hydrologic Aspects of the Engineering Design for the
Ryerson Hill Site
During the course of the hearings concerning the proposed Ryerson
Hill landfill, a number of questions were raised regarding the hydrologic
aspects of the design. These questions may be considered under two
general topics: first, will the design be effective in achieving the
stated objectives; second, what, if any, impact will it have on adjacent
land.
(a) Hydrologic Aspects of Proposed Design
The proposed design, including subsequent amendments, should be
effective in draining initially the perched groundwater table. Interception
D-17
-------
of groundwater from areas lying uphill (south) of the site by the proposed
underdrains, interception of surface runoff by barriers, and drainage
provided by parallel ditches to the sludge trenches should remove, at
least initially, the perched groundwater table. The major uncertainty
in this design lies in the possibility of uncovering a number of springs
once the fragipan is excavated. Clearly, special measures will have to
be taken if springs are encountered as the fragipan is removed.
Hydrologic events likely at times subsequent to initial draining
are difficult to predict. In part, the future hydrologic regime at the
site will depend on proper maintenance of the underdrains. Assuming that
proper maintenance is provided, a further question to be investigated
concerns seepage of water into the sludge trenches with the possible
creation of a "bathtub" condition leading to highly concentrated leachate.
It is, at present, difficult to establish whether a perched ground-
water table will not be re-established once the drainage ditches are
backfilled. If it is assumed that the hydraulic conductivity of back-
filled trenches is not substantially different from that of undisturbed
soil, use of customary relations for predicting lowering of the ground-
water table by the underdrains running along the east and west boundaries
of the site shows that they will be insufficient for removing precipitation
intercepted by the site.
By way of illustration, consider the usual formula for estimating
the extent of lowering of groundwater by either parallel ditches or
subsurface drains (Hooghoudt drain-spacing formula)
g2 = 4kH ^2d +
u
where is the distance between drains, k the hydraulic conductivity, H
the steady state (equilibrium) height of the water table above the
impermeable layer, the rate of precipitation, and ci the height of the
drain above the impermeable layer (see, for example, "Drainage Engineering"
by J. N. Luthin, John Wiley & Sons, New York, 1966, p. 151). In the
present case, d = 0 and k = 3 x 10-^ fps. If we consider a rate equivalent
D-18
-------
to the annual rainfall, we would estimate that the drains would have to be
spaced about 50 ft apart to insure that an average the precipitation will
be drained with no net accumulation of water in the ground. If the back-
filled trenches are assumed to have a hydraulic conductivity characteristic
of the top soil layers, i.e., of the order of 3 x 10"^ fps, the necessary
spacing is still about 200 ft.
The above estimate is obviously only a very rough approximation,
but it clearly suggests that water will accumulate, at least seasonally,
on the site. Accordingly, some water will almost certainly accumulate
within the sludge-filled trenches (since these are partially in the
impermeable layer). Given a long residence time, it is probable that
leachate which will be generated will be relatively concentrated. Further,
local pH values may be distinctly acidic. As noted above, the Peru and
Ridgebury soils have pH's of about 4.5 to 6 and the sludge has little
buffering capacity. A low pH would be particularly unfortunate given the
increased solubility of chromium hydroxide with decreasing pH.
(b) Hydrologic Effects of the Proposed Design on Adjacent Areas
A number of questions were raised at the public hearing in connec-
tion with the geometrical pattern and rate of propagation of the drawdown
field on adjacent land.
To address the question of the geometry of the drawdown field, the
Dupuit equation was used, namely
Q - kf A
with Q = 0.57 cfs over length of underdrain, H = 11 ft (max), k ^3 x 10"^
fps, and A vLl x 2300 = 25 x 10-* sq.ft. A solution for L yields about
15 ft as an estimate of the lateral drawdown.
It should be noted that this approach also provides another way of
getting an estimate for the drawdown to be expected within the site once
the drainage trenches are backfilled. Used in this way, the above formula
shows that the lateral drawdown will extend for less than 100 ft.
D-19
-------
The Dupuit equation is based on an equilibrium model and, as with
other equilibrium models, Q is assumed to be constant across any plane
parallel to the drainage ditch. Its use is restricted to a static ground-
water table. The equation obviously cannot yield any estimates of the
time dependency of the drawdown. Further, the above equation leads to
artificial boundary conditions since it predicts that the water table
would continue to rise indefinitely with distance from the drainage site
(ditch).
In testimony submitted to the board, alternative ways were suggested
for modeling the actual impact of the discharge drain and for analyzing the
extent of drawdown with time. For example, it was suggested that a solu-
tion of the Laplace equation in its polar coordinate form
where S is the storage coefficient and T the transmissibility, would
yield a better estimate of the drawdown field. This approach is essen-
tially equivalent to that of the Bureau of Reclamation (see, for example,
"Drainage Engineering" by J. N. Luthin, John Wiley & Sons, New York, 1966,
p. 165). In general, numerical results from such solutions are not
substantially different from those obtained from equilibrium formulas
although the description of the shape and extent of the drawdown field
is different.
In testimony presented to the board, the time required for the
effect of a drainage ditch to be felt at some distance x from the ditch
was also estimated. Data were presented which showed that the time
required for the water table to reach its "static" level at any distance
x from the axis of the ditch were proportional to x^. Accordingly, the
"static" water table is reached rather quickly near the ditch but
considerably greater times are required at greater distances. For example,
it was suggested that the drawdown field will be established within 100
ft of the drain within one year but that 200 years will be required at
1000 ft.
1 3h
r 3r
1 lh
T 3t
D-20
-------
Testimony was also presented regarding the environmental and
ecological effects which might result from changes in local hydrology.
For instance, it was suggested that removal of the perched groundwater
would convert the area into something akin to a wasteland due to the
absence of groundwater. Further, this would increase the potential for
erosion presumably because vegetation would not survive. This is doubtful
since vegetation is not absent elsewhere in the area where the groundwater
table is well beneath any root systems or where geologic circumstances are
such that there is no static groundwater. It is more likely that the
nature of vegetation will adjust if the permanently saturated soil condi-
tions and shallow water table were removed.
It should be noted that with the shallow layer of permeable soil
at this site, the recharge effect of individual storm events are much
more consequential in affecting the groundwater table, insofar as any
mathematical modeling is concerned, than the precise assumptions of any
model. Static groundwater tables calculated in accordance with long-term
models are probably unachievable. The general conclusion previously
reached, namely that soil recharged by precipitation will not be drained
by the proposed ditches at the boundaries, seems proper no matter what
specific mathematical model is used. For example, the estimate of the
maximum rate of removal of groundwater from the site is of the order of
10~3 cfs. The input to the site in a storm event of 1 inch precipitation
in 24 hours is about 2 cfs.
6. Summary
The proposed design for the Ryerson Hill site is innovative and
unusual, as far as sludge trenching is concerned. Accordingly, operating
experience from comparable situations is lacking. In as far as analysis
can yield reliable estimates, it appears probable that the site will be
effectively drained as proposed. Drainage will be much more difficult
if springs are uncovered upon excavation of the fragipan.
The condition of the site after initial drainage is difficult to
predict. Even with proper maintenance, it is probable that leachate
D-21
-------
that may be generated will tend to be concentrated in pollutants. Of
particular concern are long contact times of groundwater with buried
sludge and the acidic nature of the soils.
If adverse effects appear, they can be contained by impounding
leachate and treating it, if necessary. However, such measures imply
escalation of costs which are already high. Accordingly, environmental
risks can be minimized by proper monitoring and control; the financial
risk, however, is substantial.
D-22
-------
APPENDIX E
INCINERATION
-------
TABLE OF CONTENTS
Section Page
1. Background E-l
2. Fuel Requirements E-2
3. South Paris Sludge Incineration System E-3
4. Capital and Operating Costs E-8
E-i
-------
LIST OF FIGURES
Figure Page
Fig. E-l Fuel requirements for sludge incineration as a func-
tion of percent solids in sludge E-4
Fig. E-2 Schematic of an incineration system for South Paris
sludge E-5
LIST OF TABLES
Table Page
E-l Capital Cost Estimate for a Sludge Incineration System E-9
E-2 Capital Cost Estimate for a Sludge Conditioning System E-ll
E-3 Operating Cost Estimates for Sludge Treatment Systems E-12
E-ii
-------
APPENDIX E
INCINERATION
1. Background
Incineration is a well known and widely used method of treating
municipal and industrial solid wastes. The objectives of incineration
can include destruction of noxious materials, recovery of energy from
wastes, or reduction of the volume of wastes for final disposal. Fre-
quently incineration achieves a combination of these goals.
Since the composition and volume of wastes to be incinerated varies
widely from case to case, most incineration systems are custom-designed
for the particular application at hand. While use is made of standard
components or subassemblies where possible, the capability of each com-
ponent to perform satisfactorily in the intended application must be
verified. This usually requires testing in vendors' laboratories to
establish performance warranties unless the waste material can be reliably
classified as "normal", that is, essentially identical to one for which
an operating history exists. In this context, municipal refuse or sludge
from sewage treatment plants handling only domestic wastes could be called
normal.
The components of an incineration system typically include:
A waste feeding system to introduce the material at a controlled
rate to the incinerating device.
The incinerator proper, in which the wastes are mixed with air
and supplemental fuel (if required) and combustion occurs.
An ash removal system which extracts the solid residues of the
combustion process from the incinerator, and
An offgas treatment system which removes particulates and noxious
compounds from the gaseous products of combustion to render the
offgases safe for disposal by stacking.
E-l
-------
Depending on the circumstances, an incineration system might also
include:
o A feed conditioning system to render the waste more suitable
for combustion. For example, additional water may be removed
from sludge to decrease supplemental fuel requirements, or
ferrous metals and large items might be removed from municipal
wastes.
9 A waste heat recovery or energy production (boiler) system to
reduce fuel costs or generate steam, if economically justified.
An ash treatment system that either recovers valuable scrap from
the residues or renders them more suitable for disposal, for
example, by simple wetting, agglomeration, or chemical condition-
ing.
Large incineration systems are typically operated on a three-shift,
seven day per week basis, particularly if by-product steam is being pro-
duced. Smaller systems may be operated intermittently; for example, one
shift per day for five days per week. In either case, more or less continuous
operator attention is usually required to insure that all design requirements
are being met, even though these systems are typically equipped with auto-
matic instrumentation and controls. Many systems have histories of higher
than anticipated maintenance requirements and lower than anticipated
production rates due to difficulties in feeding solids at controlled rates,
in degradation (corrosion and wear) of refractories and in inadequate per-
formance of offgas scrubbing equipment.
2. Fuel Requirements
Dry wastes containing a high proportion of combustibles or thoroughly
de-watered sludges will burn autogenously; that is, once ignited, they
require no additional fuel to support combustion. Wet sludges or wastes
containing mainly inert material, on the other hand, require a supplemental
source of fuel to achieve complete combustion. The exact amount depends
on the properties of the waste, combustion temperature, the amount of excess
E-2
-------
air used, heat losses in the equipment and the presence or absence of
waste heat recovery equipment. Estimated supplemental fuel requirements
for combustion of sludge from the South Paris facility are shown in
Figure E-l as a function of sludge solids content for systems with and
without waste heat recovery. A typical (800ฐC) combustion temperature
has been assumed with 25 percent excess air and with nominal system heat
losses for the combustion of 14,000 lb/d (dry weight basis) of sludge
containing 35% non-combustibles, the balance having a heating value of
9000 BTU/lb. No. 2 fuel oil is the assumed supplemental fuel. Clearly
an energy recovery system would pay if the current low solids sludges
were to be incinerated, but the total supplemental fuel requirements
would be substantial even if plant design sludge solids contents (20%)
were achieved. While supplemental fuels other than No. 2 fuel oil might
be considered, their use would present other problems. Natural gas, for
instance, is unlikely to be available. Admixing combustible municipal
refuse would require approximately 1/6 lb of dry refuse (heating value
5000 BTU/lb) per pound of (wet) sludge, assuming use of an energy
recovery system. Not only would this complicate the incineration sys-
tem's material handling section, but it also would require an extensive
and costly refuse collection system. Alternatively, approximately 1/5 lb
of green sawmill wastes per lb of (wet) sludge might be used, if available
locally. Collection of sawmill wastes might be simpler than municipal
refuse collection, but the same materials handling problems would arise.
3. South Paris Sludge Incineration System
An incineration system for sludge produced in the South Paris
treatment plant is shown schematically in Figure E-2. It has been
assumed that if relatively low percent solids sludge continues to be
produced, a subsequent solids treatment step will be employed to remove
more water so as to save fuel. The supplemental fuel will be No. 2 fuel oil.
Sludge from the existing plant would be fed, at a controlled rate,
to the solids treatment step to effect further water removal. It has
been presumed that thermal treatment, using energy obtained from the
E-3
-------
5000
FUEL REQUIREMENTS
FOR
SLUDGE INCINERATION
2000
WITHOUT
ENERGY RECOVERY
O 1000
500
WITH
ENERGY RECOVERY
200
100
50-
20
20
25
% SOLIDS IN SLUDGE
30
35
Fig. E-l: Fuel requirements for sludge incineration as a function of percent solids in sludge.
-------
gyPONENTS OF A SUJDGE INCINERATION SYSTEM
TREATED TREATMENT
CHEMICALS
WATER RETURN
14% SOLIDS
SLUDGE
>14% SOLIDS
SLUDGE
HOT
GASES
RAW
WASTES
ASH
HOT
COMBUSTION AIR
COOL
STEAM
in
SOLIDS TO
DISPOSAL
WATER
PARTICULATE
SLUDGE
TREATMENT
SLUDGE
HOLDING
SLUDGE
FEEDING
SOLIDS
REMOVAL
EXISTING
PLANT
SOLIDS
FEEDING
SLUDGE
THICKENING
ENERGY
RECOVERY
SLUDGE
INCINERATION
PARTICULATE
REMOVAL
SOLIDS
CONDITIONING
CONDITIONED
SOLIDS HOLDING
CHEMICALS COOLED,
CLEANED OFF
GASES
Fig. E-2: Schematic of an incineration system for South Paris sludge.
-------
combustion step, followed by a thickening step, will be effective in up-
grading the sludge solids content to about 20%. Such an efficiency has
been demonstrated on some sludges, but must be considered uncertain for
this sludge until actually demonstrated in pilot testing. The additional
water removed from the sludge in this step would be returned to the treat-
ment plant and the sludge held in surge for feeding to the incinerator
proper.
The sludge would be fed to the incinerator at a controlled rate
along with sufficient fuel and air to achieve complete combustion.
Several styles of incinerators, including fluidized beds, traveling grates,
multiple hearths, or rotary kiln types, might be used. Fluidized bed
units, however, are generally used for much larger volume applications
than contemplated here. Traveling grate types find application mainly
in refuse combustion and are also used primarily on higher throughput
applications. Multiple hearth and rotary kiln units do extend to the
range of capacities anticipated here. Cost estimates were obtained for
a "packaged" standard rotary kiln incinerator, which would probably have
the lowest total installed costs in this application. The package includes
an automatic ash removal system to transfer residues to a subsequent con-
ditioning step and an offgas scrubbing system.
The products of combustion, hot gases containing particulates,
would pass to an energy recovery system. Here they would be cooled,
giving up sensible heat to the inlet combustion air, thereby reducing
supplemental fuel requirements. The offgases would next be quench-cooled
and scrubbed with water to remove particulates and sludge components that
were volatilized but not combusted in the incinerator. The combustion
gases, cleaned after passage through the scrubber, would be stacked, while
the sludges from the scrubber would be recycled to the incinerator via the
treatment plant.
Several types of scrubbers might be considered, including Venturis,
spray towers, or cyclonic spray scrubbers. These devices differ in cost
and scrubbing efficiency, and the determination of the most appropriate
E-6
-------
type would normally be made during combustion tests in the incinerator
vendor's pilot plant. From these tests, the extent and composition of
particulates would be determined and scrubber design requirements speci-
fied.
It is to be expected, based on previous incineration of mixtures
of chrome and calcium, aluminum and sodium compounds, that under normal
incineration conditions, the chrome contents of the sludge would be oxi-
dized to the toxic and soluble Cr(VI) state. While combustion at very
high temperatures or in oxygen deficient (substoichiometric) conditions
might reduce chromium oxidation, the former would require very expensive
equipment and much more fuel than for normal combustion and the latter has
not been demonstrated to be effective in this application. In any case,
neither approach is likely to be completely effective in preventing the
formation of Cr(VI). The ash, therefore, must be treated further to per-
mit safe final disposal.
The most appropriate treatment appears to be admixture, after
rewetting, of suitable chemical additives. The additives are mixed with
the ash at a controlled rate and chemical reactions initiated that cause
the additives to "set up", thereby immobilizing the ash constituents in
an inert, insoluble matrix. Several types of chemical systems are in
commercial applications and one, using silicate-based chemicals, has been
used on chrome plating bath sludges which are similar in some respects to
the South Paris sludge. As is the case with incineration proper and off-
gas scrubbing, pilot testing would be required to determine accurately
both the costs and effectiveness of this technique.
In summary, a sludge incineration system for South Paris would
include an additional sludge dewatering step, an incinerator, energy
recovery, and offgas scrubbing system, and a chemical ash conditioner
system. It would require significant amounts of supplemental fuel of
some type (oil, sawmill waste, refuse) and would require continuous
operator attention to function properly. While high capital and operating
costs would be incurred, such a system should greatly decrease the volume
E-7
-------
of solids to be disposed, probably by a factor of two or so depending on
the chemical conditioning system used. The reduced volume and more
favorable properties of the dried and conditioned incinerator wastes would
significantly increase the life of any final disposal area and could miti-
gate the risk of accidental ground water contamination.
In Paris, however, the amount of sludge produced per capita is
about five times higher than is normal for purely domestic waste treat-
ment facilities, the sludge contains (at present) 50-100% more water per
pound of dry solids than normal, and the solids contain far more toxic
heavy metals (chrome) than is usually found in domestic sludges. These
features inevitably imply unusual design and operating problems for an
incineration system.
4. Capital and Operating Costs
Estimates of the capital and operating costs for sludge incinera-
tion and conditioning were made to determine if these techniques could
be cost effective in South Paris. Since no tests have been carried out
on the sludge, the configuration proposed for the incineration system is
preliminary and costs estimates carry uncertainties of ฑ 50%. The vendor
testing and engineering design efforts required to develop process operat-
ing specifications and definitive cost estimates would entail approximately
a $50,000 expenditure if a relatively simple system is contemplated.
The capital cost estimate for the system is detailed in Table E-l.
A vendor quote was solicited on the incinerator proper, based on combusting
20% solids sludge, and is a firm price, subject only to escalation. The
uncertainty in the total installed cost of $600,000 is about ฑ 25%. If
the sludge could not be thickened beyond 14% solids, the cost of the
incinerator and total installed costs, would increase by some $200,000.
A vendor estimate was also obtained on the costs of silicate-based
chemical conditioning systems to immobilize the chrome contents of the
sludge or the combustion ash. Such a system is required for rendering
the ash safe for disposal, but might also be considered as an alternative
to incineration for treating the current wet sludge. The costs for a
E-8
-------
Table E-l
Capital Cost Estimate for a Sludge Incineration System
System Component
Sludge Holding & Feeding
Sludge Thickening
Sludge Incineration }
Particulate Removal)
Solids Removal 1
Energy Recovery
Solids Feeding j
Conditioning)
Holding j
Total Purchased Equipment Costs
Site Preparation, Installation, Instru-'
mentation, Support Facilities, etc.!
Total Installed Cost
Estimated Cost
(thousands)
20
50
300
20
60
450
150
$600
Source of
Estimated)
E.E.
E.E.
V.Q.
E.E.
V.E.
V.E.,E.E.
(1)
V.Q. = Vendor Quote
V.E. = Vendor Estimate
E.E. = EIC Estimate
E-9
-------
system to condition the daily production of a 14% solids sludge are sum-
marized in Table E-2. In the absence of test data, the vendor estimate
of the cost of the conditioning system proper, which is at the higher
end of the manufacturer's capabilities, is accurate to within ฑ 25%.
While this cost is significantly less than that for an incinera-
tion system, conditioning wet sludge in this manner would not decrease
the volume and, therefore, would not significantly increase the life of
the disposal area. Any increase possible would be derived from a more
efficient management of the site made possible by the improved mechanical
properties of the conditioned solids.
Operating costs estimated for both incineration and conditioning of
the sludge are summarized in Table E-3. Utility costs include power and
water, and maintenance costs include only necessary materials and supplies.
Estimated maintenance labor requirements have been included with operat-
ing labor; about two man-years of total labor would be required for either
option. The fuel cost estimate for incineration presumes that a 20%
solids sludge can be produced; combustion of a 14% solids sludge would
double the fuel requirement. Fuel costs include start-up and stand-by
fuel requirements. Materials and supplies costs include the silicate-
based conditioning chemicals required in this application, and are in the
high range of those suggested by the conditioning system vendor. While
this comparison indicates that incineration entails lower operating costs,
this assumes a sludge containing 20% solids can be produced, a condition
which as yet has not been demonstrated. Furthermore, under favorable
conditions, the conditioning chemicals' costs might be almost halved:
If this could be demonstrated in pilot testing, disposal of wet, con-
ditioned sludge could become a much more cost competitive alternative.
E-10
-------
Table E-2
Capital Cost Estimate for a
Sludge Conditioning System
Estimated Cost Source of
System Component (thousands) Estimated)
Sludge Holding & Feeding 20 E.E
Sludge Conditioning j
Holding ( 130 V.E.
Chemical Feeding 1
Total Purchased Equipment Costs 150
Site Preparation, Installation, Instru-)
mentation, Support Facilities, etc. J 50 E.E.
Total Installed Cost $200
^V.E. = Vendor Estimate
E.E. = EIC Estimate
E-ll
-------
Table E-3
Operating Cost Estimates
Sludge Treatment Systems
(thousands of dollars per year)
Incineration Conditioning
and Conditioning Only
Materials & Supplies 15 130
Utilities 15 10
Fuel
60^)
Maintenance^) 15 5
Operating Labor 15 15
Total Direct Operating Cost $120 $160
^20% solids feed to combustion.
(2)
2.5% of total capital cost.
E-12
-------
APPENDIX F
TREATMENT PLANT EFFLUENT AND WATER QUALITY
OF LITTLE ANDROSCOGGIN RIVER
-------
TABLE OF CONTENTS
Section Page
1. Water Quality F-l
2. Treatment Plant Effluent F-l
3. Analysis of River Water F-9
4. Additional Sampling of Treatment Plant Effluent F-l 4
F-i
-------
LIST OF FIGURES
Figure
Page
Fig. F-l
Chromium concentrations in plant effluent, 10/26/76. .
F-3
Fig. F-2
Chromium concentrations in plant effluent, 10/27/76. .
F-4
Fig. F-3
Chromium concentrations in plant effluent, 10/28/76. .
F-5
Fig. F-4
Chemical oxygen demand of plant effluent, 10/26/76 . .
F-6
Fig. F-5
Chemical oxygen demand of plant effluent, 10/27/76 . .
F-7
Fig. F-6
Chemical oxygen demand of plant effluent, 10/28/76 . .
F-8
Fig. F-7
Total chromium suspended in river water, 10/26/76. . .
F-ll
Fig. F-8
Total chromium suspended in river water, 10/27/76. . .
F-12
Fig. F-9
Total chromium suspended in river water, 10/28/76. . .
LIST OF TABLES
F-13
Table
Page
F-l
South Paris Plant Effluent
F-2
F-2
Chromium Concentration and pH in Wastewater Treatment
Plant Streams
F-10
F-3
Treatment Plant Effluent of 2/22/77
F-15
F-ii
-------
APPENDIX F
TREATMENT PLANT EFFLUENT AND WATER QUALITY
OF LITTLE ANDROSCOGGIN RIVER
1. Water Quality
Treatment plant operations and their impact on water quality of
the Little Androscoggin River were not, strictly speaking, part of this
work. However, it was desirable to assess waste loads introduced directly
into the river by treatment plant effluent in order to make a judgment
about the relative impact of pollutants that may reach the river in the
form of leachate from the A. C. Lawrence landfill site.
Data obtained by the treatment plant showed an improving trend
(June-August 1976). This improvement has hopefully continued. DEP data
on water quality show that Little Androscoggin water is of good quality
above South Paris but that a significant drop in water quality is found
downstream of South Paris.
2. Treatment Plant Effluent
A series of analyses of treatment plant effluent was carried out
on 10/26/76, 10/27/76 and 10/28/76. Part of each effluent sample collected
at the plant was filtered and tested for hexavalent chromium on site.
The filtrate was acidified and analyzed later for dissolved metals.
Another part of the sample was not filtered and was used for determina-
tion of COD. Whole, unfiltered samples were also digested with acid and
used for determination of total (dissolved and suspended) chromium content.
Results of the analyses are shown in Table F-l and are plotted as a func-
tion of time in Figs. F-l through F-6.
Although the treatment plan operations have improved over the
first year of operations, the plant periodically experiences bulking.
When this condition occurs, secondary sludge is wasted directly into the
effluent. The results given in the table and figures were obtained when
F-l
-------
Table F-l
South Paris Plant Effluent
(Concentrations in mg/liter)
Chromium
Sodium
Calcium
Date
10/26
10/27
10/28
Time
Dissolved
Total
Cr(VI)
Total
Dissolved
Total
COD
8:00
0.15
132
_
9:30
0.14
-
-
-
130
-
-
10:45
0.13
34.6
nd
650
96
148
1110
11:45
0.28
42.2
nd
670
114
157
1500
12:20
0.18
14.2
nd
640
121
130
732
13:15
0.18
-
nd
640
106
-
-
14:10
0.18
66.4
nd
708
78
159
2810
15:10
-
54.4
nd
740
-
156
1450
16:10
-
12.6
nd
824
-
150
717
17:05
-
2.8
nd
656
-
129
299
18:05
-
4.0
nd
786
-
141
243
19:05
-
3.2
nd
818
-
143
210
20:10
-
8.2
nd
836
-
148
374
8:00
2.8
nd
840
_
141
208
9:10
-
3.4
nd
846
-
149
327
10:30
0.20
40.0
nd
820
102
166
1390
11:15
-
82.2
nd
842
-
180
2630
12:10
-
73.6
nd
850
-
173
2480
13:10
0.20
85.4
nd
886
144
178
1810
14:10
-
94.4
nd
829
-
176
2810
15:15
0.23
44.8
nd
912
143
170
1320
16:10
-
31.8
nd
900
-
167
965
17:00
0.20
14.2
nd
920
142
161
600
18:10
-
13.2
-
860
153
252
8:05
_
2.2
_
810
157
175
9:10
0.18
10.0
nd
850
161
169
300
10:25
0.20
54.6
nd
830
144
176
1700
11:05
-
110.4
nd
880
-
196
2870
12:00
-
89.6
-
860
-
181
2210
13:00
-
18.6
-
890
-
151
844
F-2
-------
PLANT EFFLUENT
10-26-76
DISSOLVED Cr: 0.19 mg/J
120
100
2
3 80
2
O
oc
x 60
O
-J
<
I-
20
8:00 10:00 12:00 14:00 16:00 18:00 20:00
TIME (EDT)
Fig. F-l: Chromium concentrations in plant effluent, 10/26/76.
-------
PLANT EFFLUENT
10-27-76
DISSOLVED Cr: 0.19 ppm
120 -
100
o
6
2 80
2
O
^ 60
O
_l
ฃ
O
I-
40
20
8:00 10:00 12:00 14:00 16:00 18:00 20:00
TIME (EDT)
Fig. F-2: Chromium concentrations in plant effluent, 10/27/76.
-------
PLANT EFFLUENT
10-28-76
DISSOLVED Cr: 0.19 mg/J
120
100
o>
E
2 80
3
2
O
X 60
O
-I
o
ป-
40
20
8:00 10:00 12:00 14:00 16:00 18:00 20:00
TIME (EDT)
Fig. F-3: Chromium concentrations in plant effluent, 10/28/76.
-------
2400
oป
ซฃ 2000
Q
Z
<
W 1600
O
7 z
ON UJ
O 1200
X
o
< 800
o
UJ
o
400
PLANT EFFLUENT COD
10-26-76
8 10 12 14 16 18 20
TIME (EOT)
Fig. F-4: Chemical oxygen demand of plant effluent, 10/26/76.
-------
I
oป
E
Q
UJ
Q
3200
2800 -
2400 -
2000 -
UJ 1600
O
>
X
o
<
o
UJ
I
o
1200 -
800 -
400 -
_L
8
"i 1 r
PLANT EFFLUENT COD
10-27-76
_L
_L
_L
_L
10
12
18
20
14 16
TIME (EDT)
Fig. F-5: Chemical oxygen demand of plant effluent, 10/27/76,
-------
3200
oป
E
2800
2400
2 2000
UJ
Q
? UJ 1600
00 (9
>-
X
o
<
o
1200
UJ 800
X
o
400
PLANT EFFLUENT COD
10-28-76
8 10 12 14 16 18 20
TIME (EDT)
Fig. F-6: Chemical oxygen demand of plant effluent, 10/28/76.
-------
the plant was bulking. As can be seen from these data, bulking leads to
drastic deterioration of effluent quality, with peak discharges of
chromium up to 100 ppm. It should be noted, however, that even under
such conditions, chromium is discharged as particulates. The amount of
dissolved chromium, i.e., chromium determined after filtration through
a 0.45 micron filter, is only a small fraction of the total (approximately
0.2 ppm out of a total of 50-100 ppm). The calculated equilibrium
solubility of chromium hydroxide in effluent (at pH = 7.0 to 7.3, see
Table F-2) is in the range of 0.3 ppm to 0.1 ppm. The amount of dis-
solved chromium found in effluent (0.15 to 0.20 ppm) is in good agreement
with what is expected from the solubility of chromium hydroxide. It is
clear, therefore, that there are no significant contributions to dissolved
chromium from other forms of chromium, for example, organically complexed
chromium (see Appendix B).
The origin of the bulking problem at the wastewater plant is
complex. An analysis of influents to the plant and of streams within
the plant was carried out in November of 1976 (11/18/76 and 11/19/76).
The results, given in Table F-2, show that beamhouse and tanhouse waste
streams from the A. C. Lawrence tannery fluctuate substantially in Cr
content and pH. Such fluctuations in input streams may affect operations
of the plant.
3. Analysis of River Water
A series of water samples were collected about 1 river mile down-
stream from the wastewater plant, approximately at a point in the river
near the Norway dump. These samples were filtered, the filtrate acidified,
and both particulates and filtrate later analyzed for chromium. Results
are given in Figs. F-7 through F-9.
It is clear from the figures that chromium content in the river
shows fluctuations corresponding to the fluctuations of input from the
plant. The dilution at the point of observation was about 1:300. It
may be noted that on the three days of observations (10/26/76, 10/27/76,
and 10/28/76), the Little Androscoggin River mean daily discharge at
F-9
-------
Table F-2
Chromium Concentration and pH in Wastewater
Treatment Plant Streams
Beam House
Influent
Tan House
Influent
Upflow Effluent
Plant
Effluent
ฃH Total Cr 2*L Total Cr ฃH Total Cr _gH Total Cr
(ppm)
(ppm)
(ppm)
(ppm)
11/18/76
10:00
12:35
18.6
4.75
135.0
9.25
17.5
7.38
2.64
12:00
9.60
7.72
4.35
33.7
9.21
16.6
7.40
7.73
14:00
11:22
104.0
3.62
568.0
9.45
22.0
7.38
11.5
16:00
9.38
6.84
9.65
28.6
9.30
26.6
7.25
8.44
18:00
9.32
4.10
9.42
4.12
9.38
28.8
7.30
3.00
11/19/76
10:00
12.12
56.2
3.50
1235.0
9.20
19.8
7.05
21.2
11:00
-
-
3.88
218.0
-
-
-
-
12:00
9.13
85.0
6.51
325.0
9.00
22.5
7.13
u>
to
13:00
-
-
6.03
49.8
-
-
-
-
14:00
9.75
10.2
7.20
32.9
9.05
8.60
7.05
19.6
15:00
-
-
9.90
9.10
-
-
-
-
16:00
9.91
1.96
9.62
2.84
9.17
6.90
7.00
17.8
17:00
-
-
9.40
12.2
-
-
-
18:00
8.50
0.78
9.85
6.82
9.19
5.06
7.02
8.10
F-10
-------
LA RIVER WATER
10-26- 76
DISSOLVED Cr<0.02 mg/JI
Z)
103
O
DC
ฐ 0.2
<1
h-
O
I-
8:00 10:00 12:00 14:00 16.00 18:00 20:00
TIME (EDT)
Fig. F-7: Total chromium suspended in river water, 10/26/76.
-------
I
0.5-
oป
~ 0.4
ฐ 0.3
a:
x
o
< 0.2-
O
I-
0.1 -
, ! 1
L A RIVER WATER
10- 27-76
DISSOLVED Cr< 0.02mg/1
ฑ
8:00 10:00 12:00 14:00 16:00 18:00 20:00
TIME (EDT)
Fig. F-8: Total chromium suspended in river water, 10/27/76.
-------
L A RIVER WATER
10-28-76
DISSOLVED Cr < 0.02mg/J!
0.8
S
3
0.6
2
O
-------
South Paris was 245, 215, and 180 cfs. The average rate of discharge by
the plant was about 4 cfs over about 8-10 hrs. The expected dilution is,
therefore, about 1:50 as compared with an observed dilution of about
1:300. Accordingly, a substantial amount of particulate Cr must settle
between the point at which plant effluent is discharged into the river
and the observation point (Norway dump).
Sediments removed near the bank of the Little Androscoggin River
at the Norway dump were analyzed for chromium. About 2000-3000 ppm of
Cr were found. Sediments removed from the middle of the river (where
the bottom is more or less continuously scoured) showed essentially no
chromium (a few ppm).
It may be noted that river water is quite low in dissolved
chromium (less than 0.02 ppm). The amount of dissolved chromium is, in
fact, well within the limit for chromium in drinking water (0.05 ppm).
4. Additional Sampling of Treatment Plant Effluent
Additional sampling for chromium of treatment plant effluent was
carried out on 11/18/76, 11/19/76 and on 2/22/77. On 11/18/76 and
11/19/76, the plant was bulking and total chromium levels were in the
10 to 30 ppm range. Dissolved chromium was 0.21 ppm.
Results for 2/22/77 are given in Table F-3. The plant was operat-
ing normally. It is clear from the table, that under normal (non-bulking)
conditions, the amount of total chromium in the effluent is quite small
(1-2 ppm). Dissolved chromium is about the same, viz. about 0.2 ppm,
whether the plant is bulking or not.
F-14
-------
Table F-3
Treatment Plant Effluent of 2/22/77
Time of Sample Total Cr Dissolved Cr Calcium Sodium
(ppm) (ppm) (ppm) (ppm)
9:30 am 1.50 0.15 427 170
11:30 am 1.47 0.17 302 168
1:30 pm 2.45 0.32 352 204
3:30 pm 2.19 0.32 292 183
5:30 pm 2.47 0.22 329 180
F-15
-------
APPENDIX G
ARCHAEOLOGICAL EXAMINATION OF LAWRENCE
AND RYERSON HILL SITES
-------
UNIVERSITY OF MA
Department of Anti.vopoloio
Maine Archaeological
Conentlion Program
in.-vcn- !1j!1, South
Ornao. Maine 04473
207/531-7102, 7122
Hay 23, 1977
Dr. Frank T. Rabe
EIC Corporation
55 Chapel Street
Newton, Mass. 02158
Dear Dr. Rabe:
At your request I examined proposed sludge disposal areas in Paris,
Maine on May 20, 1977.
Because of the proximity of the river to the Lawrence site it
seemed to be a prime area for an archaeological 1 site. I examined the
area on foot and then tested with a series of shovel test pits. The
nature of the soil leads me to suspect that recant soil accumulation
has been limited. Accordingly, I restricted my testing to roughly 30 cm
deep holes. I tested first along the northern and of the dumping area
and then in the new proposed area to the south. The rssults of my tests
were negative. It is my opinion that nothing of historical significance
will be disturbed by further sludge disposal at the proposed Lawrence site.
I drove to the location of the Ryerson Hill sits , but as I
suggested in mjr letter of April 14 the area h?.s practically no potential
for anything of historical significance. Test pits did not appear to be
warranted.
I hone that this informal report will give you the necessary information.
Thank you for asking for my services on this jcb. As an archaeologist it is
always a little disappointing when a sita doas not turn up, but negative
evidence is also useful.
Yours sincerely,
David Sanger
Director
*U.S. GOVERNMENT PRINTING OFFICE: 1977701-8 24/223
THE LAND GRANT UNIVERSITY OF TK- S'ATE
MAINE
G-l
------- |