United States
Environmental Protection
Agency
Robert S Kerr Environmental Research EPA-600/2-79-1 45
Laboratory August 1979
Ada OK 74820
Research and Development
Long-Term
Effects of Land
Application of
Domestic
Wastewater
Milton, Wisconsin
Rapid Infiltration
Site
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and" application of en-
vironmental technology. Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
6. Scientific and Technical Assessment Reports (STAR)
7. Interagency Energy-Environment Research and Development
8. "Special" Reports
9. Miscellaneous Reports
This report has been assigned to the ENVIRONMENTAL PROTECTION TECH-
NOLOGY series. This series describes research performed to develop and dem-
onstrate instrumentation, equipment, and methodology to repair or prevent en-
vironmental degradation from point and non-point sources of pollution. This work
provides the new or improved technology required for the control and treatment
of pollution-sources to meet environmental quality standards.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.
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EPA-600/2-79-145
August 1979
LONG-TERM EFFECTS OF LAND APPLICATION OF DOMESTIC WASTEWATER:
Milton, Wisconsin, Rapid Infiltration Site
Prepared jointly by
Benham-Blair & Affiliates, Inc.
Oklahoma City, Oklahoma 73120
and
Engineering Enterprises, Inc.
Norman, Oklahoma 73069
Contract No. 68-02-2363
Project Officer
Richard E. Thomas
Office of Water Program Operations
U.S. Environmental Protection Agency
Washington, D.C. 20460
ROBERT S. KERR ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
ADA, OKLAHOMA 74820
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DISCLAIMER
This report has been reviewed by the Robert S. Kerr Environmental
Research Laboratory, U.S. Environmental Protection Agency, and approved
for publication. Approval does not signify that the contents necessarily
reflect the views and policies of the U.S. Environmental Protection
Agency, nor does mention of trade names or commercial products constitute
endorsement or recommendation for use.
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FOREWORD
The Environmental Protection Agency was established to coordinate
the administration of major Federal programs designed to protect the
quality of our environment. '
An important part of the agency's effort involves the search for
information about environmental problems, management techniques, and new
technologies through which optimum use of the nation's land and water
resources can be assured and the threat pollution poses to the welfare of
the American people can be minimized.
EPA's Office of Research and Development conducts this search through
a nationwide network of research facilities. As one of these facilities,
the Robert S. Kerr Environmental Research Laboratory is responsible for
the management of programs including the development and demonstration of
soil and other natural systems for the treatment and management of munici-
pal wastewaters.
Although land application of municipal wastewaters has been practiced
for years, there has been a growing and widespread interest in this
practice in recent years. The use of land application received major
impetus with the passage of the 1972 amendments to the Federal Water
Pollution Control Act. The 1977 amendments to the Act gave further
encouragement to the use of land application and provided certain incen-
tives for the funding of these systems through the construction grants
program. With the widespread implementation of land application systems,
there is an urgent need for answers to several major questions. One of
these questions regards the long-term effects of land application on the
soil, crops, groundwater, and other environmental components. This
report is one in a series of ten which documents the effects of long-term
wastewater application at selected irrigation and rapid infiltration
study sites. These case studies should provide new insight into the
long-term effects of land application of municipal wastewaters.
This report contributes to the knowledge which is essential for the
EPA to meet the requirements of environmental laws and enforce pollution
control standards which are reasonable, cost effective, and provide
adequate protection for the American public.
William C. Galegar
Director
Robert S. Kerr Environmental Research Laboratory
m
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ABSTRACT
This report presents the findings of a research study on the long-term
effects of applying treated domestic wastewater to an infiltration site a.t
Milton, Wisconsin. On the test site a high-rate rapid infiltration method,
applying effluent at an estimated rate of 244 meter (m) [800 feet (ft)] per
year, had been used for about 20 years. Water and soil samples from this site
were compared with similar samples from an upstream control area not receiving
wastewater application.
Data on a number of parameters were evaluated against information
about the natural features of the Milton physiographic region. Methods used
in the field and laboratory analyses are described in sufficient detail to
provide a basis for comparison of these results to other studies.
An essential aspect of evaluating water analyses is understanding the
hydrogeology of the area. Knowledge of depth and movement of groundwater and
location and thickness of aquifers was essential in interpreting data from
wells strategically placed on both test and control sites.
Differences in 13 mean concentrations of 48 parameters analyzed sta-
tistically were found to be significantly greater for the effluent applied to
the test site than for the groundwater at the control site. Ten'of the 13
parameters were significantly greater in the test site groundwater in the
immediate vicinity of the infiltration lagoons than in the control site
groundwater. Approximately 62 percent of the nitrogen and 65 percent of the
phosphorus applied in the effluent were passing perimeter wells located 50 to
280 m (164 to 918 ft) downgradient from the infiltration lagoon.
Soil samples taken beneath and downstream from the infiltration lagoon
indicated that accumulation of phosphorus, nitrogen, and zinc appeared to be
localized within 150 m (500 ft) of the infiltration lagoon. However,
soluble orthophosphate phosphorus continued to escape beyond this perimeter.
Metal constituents are being removed effectively within a 150-m (500-ft)
radius of the infiltration lagoon.
This report was submitted in partial fulfillment of Contract No. 68-02-
2363 by Benham-Blair & Affiliates, Inc., as the principal contractor; Engi-
neering Enterprises, Inc., as subcontractor; with three cooperating
companies: Sheaffer and Roland, Inc.; D. E. Matschke Company; and W. J. Bauer
Consulting Engineers, Inc.; under the sponsorship of the U.S. Environmental
Protection Agency. This report covers the period from January, 1976, to
November, 1977; work was completed as of July, 1978.
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CONTENTS
Foreword iii
Abstract iv
Figures vi
Tables viii
List of Abbreviations and Symbols ix
Acknowledgments xi
1. Introduction 1
2. Conclusions .......... 3
3. Site-Selection Process 5
General Criteria 5
North Central States Site 7
4. Description of Site 9
General 9
Topography 9
Test Site 9
Control Wells 11
Geology and Groundwater Hydrology .... 11
Soils ............ 20
Climate 20
Land Use 24
5. Plant Operation and Costs 25
Wastewater Treatment ......... 25
Wastewater Characteristics ....... 25
Operating Costs 26
6. Research Methods ... ........ 28
Well Construction and Locations ............ 28
Sampling .................. 32
Chemical and Biological Analyses . 33
Data Evaluation Plan ........... 45
7. Results and Discussion 46
Water 46
Soils ............. ...... 82
Projected Useful Life of Site for
Wastewater Infiltration . 92
References .......... . 93
Appendices
A. Well Logs for Control and Test Sites . 95
B. Data Tables for All Water and Soil Samples 105
C. Existing Well Locations and Water Table Elevation 122
Glossary . 125
v
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FIGURES
Number Page
1 Rapid infiltration . . ........ 2
2 Well and cross section location, Milton, Wisconsin . 10
3 Cross section A-A1, Milton, Wisconsin 12
4 Cross section B-B1, Milton, Wisconsin . 13
5 Milton area water level contours and existing well locations ... 14
6 Water elevation contours, November, 1976 ... 15
7 Water elevation contours, April, 1977 . 19
8 Test site hydrologic cycle 21
9 Typical well completion ........... 29
10 Test site groundwater constituents - ammonium nitrogen ...... 66
11 Test site groundwater constituents - soluble organic nitrogen . . 67
12 Test site groundwater constituents nitrate nitrogen 68
13 Test site groundwater constituents - COD 72
14 COD and soluble phosphorus gradient with travel from
the infiltration lagoon source .......... 73
15 Test site groundwater constituents - chloride .......... 74
16 Test site groundwater constituents - dissolved solids ...... 75
17 Test site groundwater constituents - soluble phosphorus ..... 76
18 Test site grooundwater constituents soluble orthophosphate
phosphorus . 77
19 Test site groundwater constituents - arsenic ........... 79
20 Test site groundwater constituents - iron 80
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Number Page
21 Test site groundwater constituents - manganese .......... 81
22 Test site groundwater constituents - lindane ........... 83
23 Test site groundwater constituents - 2,4-D ............ 84
24 Test site groundwater constituents - total coliform ....... 85
25 Test site groundwater constituents - fecal coliform . . 86
26 Profile of selected parameters in the alluvium
beneath the infiltration lagoons ................ 88
27 Profiles of selected parameters in the alluvium ......... 89
vn
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TABLES
Number Page
1 Comparison of Sites Located in North Central States 8
2 Well Summary Table 17
3 Temperature and Precipitation Data 22
4 Recent Climatological Data 23
5 Wastewater Characteristics 26
6 Summary of Drive Core Samples and Locations 34
7 Summary of Field Methods 35
8 Summary of Constituent Concentrations in Treatment Plant Effluent,
Municipal Water Supply, Infiltration Water, and Groundwater . . 47
9 Mean Concentrations of Parameters in Test and Control Site Ground-
waters (Wells in Immediate Vicinity of Infiltration Lagoons) . . 57
10 Mean Concentrations of Parameters in Test and Control
Site Groundwaters (Test Site Shallow Wells <55 Feet Deep) ... 58
11 Mean Concentrations of Parameters in Test and Control
Site Groundwaters (Test Site Deep Wells >73 Feet Deep) 59
12 Mean Concentrations of Parameters in Test and Control Site
Groundwaters (Test Site Downgradient Shallow Wells <38 Feet Deep). 61
13 Mean Concentrations of Parameters in Test and Stormwater Lagoon Site
Groundwaters (Wells Immediately Beneath Stormwater Lagoon) .... 62
14 Mean Concentrations of Parameters in Test and Control Site
Groundwaters (Stormwater Lagoon Shallow Wells) 63
15 Mean Concentrations of Parameters in Test and Control Site
Groundwaters (Stormwater Lagoon Deep Wells) 64
16 Mean Concentrations of Parameters in Control and Test Site Soils . 91
vm
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LIST OF ABBREVIATIONS AND SYMBOLS
ABBREVIATIONS
acre-ft
BOD
cm
cm/hr
COD
DO
exch
extr
fecal coli
9
gal
GL
gpd
gpd/ft
gpm
ha
hr
in
in/hr
kg
kg/ha
kg/ha/yr
km
L
L/s
L/d/m
Ib
Ib/acre
Ib/acre/hr
m3
m
MCL
mg/g
mg/L
Mgal/d
Mgal/d/ft
mi
mL
mm
acre-foot
biochemical oxygen demand
5-day biochemical oxygen demand
centimeters
centimeters per hour
chemical oxygen demand
dissolved oxygen
exchangeable
extractable
fecal coliform
grams
gallons
ground level
gallons per day
gallons per day per foot
gallons per minute
hectares
hours
inches
inches per hour
kilograms
kilograms per hectare
kilograms per hectare per year
kilometers
1iters
liters per second
liters per day per meter
pounds
pounds per acre
pounds per acre per hour
meters
cubic meters
maximum contaminant level
milligrams per gram
milligrams per liter
million gallons per day
million gallons per day per foot
mi 1 es
milliliters
millimeters
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mo
ng/g
ng/L
nm
sq ft
SR
SS
SWL
IDS
TOC
total
yr
coli
yg/L
pmhos/cm
#/100 mL
'SYMBOLS
Al
As
B
Ca
Cd
C1
Co
Cr
Cu
Fe
Hg
H2S04
IT 4
Mg
Mn
month
nanograms per gram
nanograms per liter
nanometer
square feet
slow rate irrigation
suspended solids
static water level
total dissolved solids
top of casing
total coliform
year
micrograms per gram
micrograms per liter
micromhos per centimeter
number of coliform per 100 millilHers of sample
aluminum
arsenic
boron
calcium
cadmium
chlorine
cobalt
chromium
copper
iron
mercury
sulfuric acid
potassium
magnesium
manganese
nitrogen
Na
NH.
NHJ
Mr
NO-
NO,
P J
Pb
$
Se
so
>
<
y
sodium
ammonia
ammonium
nickel
nitrite
nitrate
phosphorus
lead
sulfur
selenium
sulfate
zinc
greater than
less than
micron
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ACKNOWLEDGMENTS
The large number of participants in this team project precludes mention
of all those who have made substantial contributions. Continual interest
and encouragement have been provided by Richard E. Thomas, Project Officer
for the EPA. His experience in land treatment projects, technical/scientific
expertise in soils, and administrative guidance was essential for the
successful completion of the study.
Each of the participating companies had a primary leader or coordinator
who took major responsibility for bringing the project to completion, Ernest
L. Koerner, Benham-Blair & Affiliates, Inc., was responsible for the overall
supervision, chemical analyses, and editing and production of the final re-
port. D. Alan Haws, Engineering Enterprises, Inc., was a senior author and
project manager for field construction and sample collection. Donald E.
Matschke., D, E. Matschke Company, and Herbert M. Schornick, Engineering
Enterprises, Inc., developed the results and discussion and the statistical
comparisons. Messrs. William J. Bauer, Keith E. Bennett, William H. Bellis,
John S. Fryberger, Harold E. Namminga, W. Russell Street, Dennis 6. Lund,
Paul K. Law, Lelan K. Martin, Ronald F. Sober, and John R. Sheaffer also
made substantial contributions to the project.
In addition, the cooperation and assistance of personnel from the city
of Milton, Wisconsin, were appreciated.
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SECTION 1
INTRODUCTION
Land application of domestic wastewater is not a new concept, although
it has only been in recent years that land treatment has received renewed
attention. The multiple advantages of land treatment have been documented by
many studies, but almost without exception there has been a lack of data on
long-term effects.
Since 1939 the sewage treatment effluent from the City of Milton has
been infiltrated into the ground using a high-rate infiltration method as
illustrated in Figure 1. In high-rate infiltration land treatment, the
applied wastewater percolates through the soil and eventually reaches the
groundwater. Removal of wastewater constituents such as suspended solids,
biochemical oxygen demand (BOD), and coliform is accomplished by the filtering
and straining action of the soil. Nitrogen removals are generally poor
unless specific operating procedures are established to maximize denitrification
Well-drained soil, which is essential for infiltration-percolation,
includes sand, sandy loams, loamy sands, and gravel. Very coarse sand and
gravel are not ideal because wastewater passes too rapidly through the first
few feet of soil, where the major biological action takes place. These soils
are also characterized by low ion exchange capacities, which limits the
chemical retention of pollutants.
In this research study conducted over a one-year period, test and control
plots were selected for comparison of certain parameters. Samples were col-
lected of the sewage effluent, groundwater, and soils. Field laboratory
analyses of some samples at the site and later, complete chemical laboratory
analyses provided the data presented in this report.
The objective of the study was to investigate the long-term effects of
applying wastewater effluent to the land. Possible heavy metal accumulation
in soils; potential contamination of groundwater supplies with bacteria,
phosphates, nitrates, organics, and other parameters were key issues
addressed. The study was designed to delineate the zone of groundwater
influence, identify the flow path from the site, and compare on-site and
downgradient groundwater quality to upgradient control groundwater quality.
The infiltration site at Milton is located at an abandoned gravel pit
of highly permeable sand and gravel. A single infiltration lagoon is flooded
continuously with the major infiltration taking place at the perimeter near
the surface of the standing pool of effluent in the basin. This type of
operation is not conducive to nitrogen removal.
1
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APPLIED
WASTEWATER
EVAPORATION
PERCOLATION
(Unsaturated Zone)
Figure I. Rapid Infiltration
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SECTION 2
CONCLUSIONS
An analysis of the waters and soils at the Milton site has produced find-
ings related to the use of rapid infiltration for wastewater renovation.
Major conclusions are as follows:
1. Fecal and total coliforms were consistently found in monitoring
wells immediately beneath and adjacent to the infiltration lagoon.
Although total coliforms were detected occasionally downgradient,
fecal coliforms were found one time beyond 50 meters.
2. Metals such as zinc, which were measured in small concentrations in
the treatment plant effluent, were removed and continue to be suf-
ficiently immobilized by 50 m (164 ft) of travel in the alluvium
after 20 years of lagoon infiltration.
3. Iron, manganese, and arsenic in the alluvium appeared to have been
rendered more mobile as a result of the continuous flooding mode of
operation and were found in low concentrations in the underlying
groundwater at the test site. The source of these constituents in
the groundwater appeared to be from the reduction of the oxidized
hydroxides of these metals in the alluvium soils. The average iron
concentration was 1.5 milligrams/meter (mg/L). At concentrations
greater than 0.3 mg/L, iron can cause nuisance problems in plumbing
from iron deposits and iron bacterial actions.
4. Toxic metals such as cadmium, lead, and mercury were demonstrably
absent in the infiltration effluent and the underlying groundwater.
5. Lindane and 2,4-D were found in greater than background concentra-
tions but within the proposed national limitations for primary
drinking water concentrations in both the effluent and the infil-
tration groundwater.
6. Approximately 62 percent of the nitrogen and 65 percent of the phos-
phorus in the applied wastewater were passing perimeter wells
located 50 to 280 m (164 to 918 ft) downgradient. Ammonium
nitrogen is being introduced in to the groundwater at concen-
trations substantially exceeding drinking water criteria.
7. Chemical oxygen demand (COD) concentrations in groundwater measured
at the test site perimeter wells were generally within the same
range as the COD concentrations in the control groundwater.
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8. The phosphorus removal capability of the shallow alluvium was com-
paratively low. Phosphorus concentrations remained at background
levels in the deeper wells located in the less permeable alluvium.
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SECTION 3
SITE-SELECTION PROCESS
GENERAL CRITERIA
Earlier Approaches
An earlier report (Bauer, 1976) defined a number of working approaches
for the site-selection process. These were used initially to provide
direction in the data-gathering phases. The earlier approaches included the
following:
Soil Chemistry--
The chemical reaction of the soil with the chemicals in the applied
wastewater takes place first in the upper layers of the soil. After these
upper or plow layers have become saturated, reactions take place at progres-
sively lower elevations. The distribution of accumulated chemicals resulting
from the application of wastewater is studied from the point of view of this
simple model of the process.
Hydrological--
Water moves through the earth in two major forms: (1) as soil water
through the unsaturated zone, where the two fluid properties of fluid weight
and surface tension dominate the movements, and (2) as groundwater through
the saturated zone, where the two fluid properties of fluid weight and vis-
cosity dominate the movements. Both of these movements are subject to the
laws of fluid mechanics, permitting mathematical models to be set up for a
particular site.
Such models are useful in guiding the exploratory and sampling program
and in interpreting the results of such programs. The models enable one to
define a "plume" of water that originates in the wastewater application site.
This plume is then the only part of the soil and groundwater that is af-
fected by the application of the wastewater. All other water outside this
plume remains unaffected. This is an extremely important concept in guiding
the program of sampling and in interpreting the results.
Application to Sites
The foregoing approaches aid in defining parameters that help to distin-
guish one site from another. Several of these parameters are as follows:
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Uniform Permeability of Soils--
Each test site and control site should have the same type of soil with
the same general, reasonably uniform permeability. The soil .should not con-
tain any well-defined channels through which the applied water could escape
without contact with the. chemicals-.in the soil mass.
Same Site--
The same site should have been used for a long time. If wastewater had
been applied to first one and then another site over the period of operation,
the concept of the long-term effect would not be applicable.
Depth to Groundwater--
The depth to the groundwater should be sufficient to permit some movement
through the unsaturated zone, yet shallow enough to allow economical sampling
of the water. The thickness of the aquifer should be adequate to permit a
large body of soil to react with the applied wastewater.
Accounting for Chemical Elements--
Sufficient data should be available to estimate the total mass of chemi-
cal elements applied with the wastewater, the amount percolated through the
soil, and the amount that has remained in the soil.
Constant Quality--
No substantial change should have occurred in the chemical quality of
the applied wastewater over the period being studied.
Extraneous Sources--
If chemicals other than those in the wastewater have been applied on the
study sites, such an application can introduce uncertainties into the opera-
tion that would make the analyses difficult. Other factors being equal, sites
at which other sources of chemicals have been applied should be,avoided.
General Criteria Supplied by EPA
The EPA also^specified certain other general criteria for the selection
of sites. These criteria are as follows:
! Flow rates should be at least 4.38 liters/second (L/s) [million
gallons/day (Mgal/d)].
2. . Historical records should be available for at least 10 years.
3. The applied wastewater should be effluent from either primary
or secondary treatment.
4. A good control site should be available within a reasonable distance
and have the same general type of soil and hydrogeological condi-
tions.
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NORTH CENTRAL STATES SITE
Preliminary Evaluations
The geographical area involved comprised the states of Minnesota, Iowa,
Missouri, Wisconsin, Illinois, Michigan, Indiana, and Ohio. STORET data sup-
plied by the EPA was examined for information about potential sites in each
of these states. A survey was then conducted to obtain further information
about these sites and any others that might be candidates for study.
The survey disclosed that examples of land application of wastewater were
to be found only in the states of Wisconsin and Michigan within the area
designated as North Central States. After eliminating potential sites that
were found to be either too small or too recent, only three potential sites
remained, and these were visited for further evaluation.
Site Visits
Table 1 summarizes the comparison of the potential sites visited at
Milton, Fontana, and Williams Bay, Wisconsin. Each had practiced high-rate
infiltration of sewage effluent for about 40 years or longer. Two of the
sites are located on the shores of Lake Geneva and have similar soils and
geology. The third, Milton, is located within an hour's drive from the other
two, but is on different soils, which had a major bearing in the final
selection. As is indicated in Table 1, the sites at Fontana and Williams Bay
were less desirable because of the high degree of variability in the under-
lying formations. It was believed that this would have resulted in pro-
nounced channelization of the percolated water, making it difficult if not
impossible to obtain a representative sampling of the soils that would have
interacted with the percolating water. In contrast, the Milton site was
underlain by relatively uniform soils that would permit more representative
sampling to be achieved. The flow, which had been relatively consistent in
quality and quantity, had been applied to the same area for about 40 years.
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TABLE 1, COMPARISON OF SITES LOCATED IN NORTH CENTRAL STATES
Location
Milton, WIb
For,ta,a, WIC
'.;i " ] istns Bay,
Uniform
Permeabi 1 i ty
fl*
-I
41 -1
Same
Site
+1
0
0
Groundwater
Depth
+1
+1
+1
Aquifer
Ttiickness
41
+1
+ 1
Mass
Balance
-1
-1
-1
Wastewater
Quality
+1
0
0
Extraneous
Sources
-1
+1
+1
Total
3
1
1
*+l = parameter favorable; -1 = parameter unfavorable; 0 = neutral
Co
Notes:
a. Other sites investigated were eliminated for the following reasons:
1. No application of municipal effluent: Minnesota, Iowa, Illinois, Indiana, Ohio.
2. Too recent: King, WI; Wautoma, WI; Cassopolis, MI; East Jordan, MI; Harbor Springs, MI; Harrison, MI;
Middleville, MI; Ottawa County Road Comm., MI; Fremont, MI (infiltration system only).
3. Too small: Spring Green, WI; Gaastra, MI.
b. The problem at Milton is the presence of natural basins in which storm runoff percolates into the same
aquifer into which the sewage effluent is discharged. The most significant of these basins is one immedi-
ately adjacent to the sewage percolation basin which receives the drainage from about 260 acres of land.
It is estimated that the input into this basin would be about 150 acre-feet per year. By comparison, the
input into the sewage effluent basin is estimated to be 0.33 Mgal/d or 370 acre-feet per year.
c. Fontana and Williams Bay are both located on glacial drift with considerable segregation of materials as
to^permeability, thus, the movement of the percolated water is dominated by channelization through the
veins of more permeable materials. By contrast, the formation at Milton is more uniform in permeability.
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SECTION 4
DESCRIPTION OF SITE
GENERAL
Milton is located in Rock County in south central Wisconsin, approximate-
ly 40 miles southeast of Madison, Wisconsin. Milton has a population of
about 4,000, which remains relatively constant throughout the year. It is the
home of Milton College, a four-year college with an enrollment of 500 stu-
dents, and of several small industries, none of which contribute any unusual
loadings to the treatment plant. The sewage treatment plant is located in
the center of Section 27, T. 4 N., R. 13 E.
TOPOGRAPHY
The sewage treatment plant is located at an old gravel pit on glacial
moraine sediments of high relief. Within the Milton area, surface drainage
is poorly developed; much of the surface runoff collects in low areas, creat-
ing some natural lakes or swamps. A portion of this water becomes additional
groundwater recharge that eventually discharges to the Rock River. Close to
the river and streams where surface drainage is developed, the average annual
runoff is about 18 centimeters (cm) [7 inches (in)] per year.
TEST SITE
The Milton wastewater treatment plant consists of secondary treatment
followed by discharge to three lagoons. The first two lagoons provide deten-
tion time only, whereas the third sagoon is maintained as an infiltration
pond. The lagoons are continually flooded except as required to maintain in-
filtration, and the third lagoon is drained and cleaned with a drag line ap-
proximately every two years.
2 ?
This third lagoon covers an area of approximately 1,860 m (20,000 ft )
with an average annual inflow of 14 L/s [330,000 gallons/day (gpd)],. which
results in a loading rate of 244 in (800 ft) per year or 0.67 m (2.2 ft) per day
The sewage treatment plant is located within a 10 to 30 foot excavation
of an abandoned gravel pit at an elevation of approximately 855 feet above
mean sea level (Figure 2). The surrounding unexcavated area to the north and
east has an elevation of approximately 875 feet, whereas the water surface
elevation of the infiltration pond (third lagoon) is normally about 851 feet.
Over the years this pond has been excavated to an elevation of 833 feet. The
water table below the bottom of the pond occurs at an elevation of 825 feet.
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100 50 0
Scale ' Meiers
1
321
37-44 32080
28-30
WELL NUMBER
SCREEN DEPTH
Figure 2. Well and cross seclion location, Milton,Wisconsin.
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This is illustrated in cross sections A-A1 and B-B' (Figures 3 and 4).
A natural stormwater basin (pond) located immediately west of the infil-
tration pond collects surface runoff averaging approximately 18.5 hectare-
meters (ha-m) (150 acre-ft) per year from a drainage area of about 105 ha
(260>acres). This stormwater basin was a complicating factor that required
consideration and monitoring to evaluate the effects of the adjacent infil-
tration _pond. The stormwater basin normally contained only a few feet of
water within a small silty and impermeable area. During runoff events the
water ran out over adjacent permeable pasture land, resulting in rapid
infiltration of the excess water.
Sludge is disposed in beds at the top of the hill at an elevation of ap-
proximately 875 feet. Recharge to and groundwater flows from the sludge beds
move initially east and then north around the monitoring wells (Figures 5 and
6).
CONTROL WELLS
One control well, 31060, was located upgradient from the infiltration
pond. Samples of the groundwater and soils unaffected by the infiltrated ef-
fluent were obtained at this location. An upstream existing domestic well
was initially selected as a control well. It was assigned the number 31210
and sampled three times.
GEOLOGY AND GROUNDWATER HYDROLOGY
The rapid infiltration wastewater lagoon site used by Milton is located
on glacial moraine sediments. This morainal area has high relief, sometimes
as much as 30 m (about 98 ft) over a horizontal distance of about 1.6 kilo-
meters (km) [1 mile (mi)]. These glacial sediments generally consist of
Unsorted mixtures of clay, silt, sand, and gravel, with stratified accumulations
of sand and gravel.
Beneath the Pleistocene glacial deposits are gray to yellow-gray
dolomite, sandstone, and green shale of the Platteville-Galena unit (Ordovi-
cian Age). This bedrock unit underlies the glacial material throughout Rock
County except where preglacial erosion cuts down to the underlying St. Peter
Sandstone (Ordovician Age), Prairie du Chien Group (Ordovician Age), or
Trempealean Formation (Cambrian Age). The ancestral Rock River valley occurs
just west of Milton, and there is an erosional channel beneath Milton that
joins the ancestral Rock River channel. Erosion that formed these channels
cut into the Trernpealean Formation, and in places more than 90 m (300 ft) of
glacial deposits presently fill these old channels and cover the bedrock
units (LeRoux, 1963).
A City of Milton well (SE, SE, Sec. 27, T. 4 N., R. 13 E.), designated
No. 6 for this study (Figure 5), had about 84 m (274 ft) of glacial silts,
sands, and gravels resting on the Trempealean dolomite. There were 20 wells
drilled for this project (Figures 2 and 5), with the maximum penetration of
the glacial material being about 27 m (90 ft) in well 32170. The deepest
well was 32150, which was drilled to 29.6 m (97 ft); however, the last 3 rn
11
-------
IN3
-860
.840
O>
0)
9
o
o
SOOT:
o
a)
LU
780
32080
/- 32090
r32IOO
1 '
32070
__ Wpter_ level
Location of screen
£.
'o
i
CM
32040
Scale in Meters
760
Figure 3. Cross section A-A*, Milton, Wisconsin.
-------
WASTEWATER LAGOON
Location of screen
Figure 4. Cross section B-B
-------
FOR DETAIL THIS AREA,
SEE FIGURED. Q3I060
EXPLANATION
Contour interval 5 feet.
Existing Milton wells (i-9)
Project monitoring wells
Figure 5. Milfor, area water level contours and existing well locations.
-------
STORM-
WAT fR
LAGOO
SCREEN DEPTH
WATER ELEVATION CONTOURS
- = ^DIRECTION OF GROUNDWATER MOVEMENT
Figure 6. Water elevation contours November. 1976
-------
{12 ft) were probably in the Platteville dolomite (Appendix A).
The rate of groundwater movement in the, vicinity of the lagoon site was
estimated from the median specific capacity value for large diameter, high-
capacity wells in the glacial outwash sediments (LeRoux, 1963). This value
(Q/s) is 24.9 L/s per meter (120 gptn per ft) of drawdown. For a water table
aquifer, such a value should result from a coefficient of transmissibility of
2.24 x 10 liters per day per meter width (180,000 gpd per ft). From
LeRoux's data, the saturated thickness was approximately 463m (150 ft), ?
which will give apcalculated permeability of 5.66 x 10" cm per sec. per cm
(1,200 gpd per ft ) The groundwater gradient in the vicinity of the waste-
water lagoons was 0.012 (Figure 6), and if an effective porosity of 20 per-
cent is assumed, the flow rate beneath the lagoons was about 3 m (10 ft) per
day. Using the same calculations with LeRoux's data for the minimum specific
capacity, 2.6 liters per second per meter (12 gpm per ft), the flow rate was
a factor of 10 less, or about 0.3 m per day (1 ft per day). This range of
0.3 to 3 m per day (1 to 10 ft per day) for the velocity of the groundwater
movement away from the lagoons was only an estimate, and there were certainly
some gravel layers in which the flow was faster and some silty sand zones in
which the velocity was much slower.
Groundwater recharge to the glacial sediments came directly from precip-
itation. The average annual precipitation in Rock County is about 81 cm
(32 in) (LeRoux, 1963), although the Janesyille station reported only 60 cm
(23.8 in) for 1976. Groundwater recharge in this part of Wisconsin has been
reported to be about 12 percent of the average annual precipitation. How-
ever, in poorly drained areas this percentage would be higher, perhaps 15
percent, with a corresponding decrease in surface runoff. Water levels are
generally highest in the spring, because recharge is greatest, but decrease
through the summer, finally reaching the lowest level during the fall and
winter.
The bedrock units dip to the east-southeast at a gentle rate of 1.5 to
2.0 m per km (8 to 10 ft per mi). Where the bedrock is at or near the sur-
face or covered with only a thin veneer of glacial drift, the groundwater
is probably in an unconfined state. In the Milton area the bedrock units are
generally covered by about 30 m (100 ft) of glacial material. This, in con-
junction with the occurrence of impermeable zones in the bedrock, provides
artesian conditions for the bedrock groundwater. LeRoux (1963), nevertheless,
considers that the leaky nature of the impermeable zones does not totally
confine the groundwater and that all the water zones will have essentially
the same water level.
The groundwater in the glacial material should be essentially unconfined.
It was also possible to have local artesian conditions, due to impermeable
clay lenses and local perched unconfined conditions resulting from them.
Water level measurements for this study (Table 2) showed variations of the
static water level from deep to shallow zones in the glacial aquifer. Com-
paring wells 32130 and 32140, this difference was probably due to the clay
layer, which retarded the downward water movement (Appendix A) and had a lower
water level than either well 32140 or well 32130 (Table 2). These data re-
flect the complexity of groundwater equilibrium and are a reminder that the
16
-------
TABLE 2. WELL SUMMARY TABLE
32010
32020
32030
32040
32050
31060
32070
32080
32090
32100
32110
32120
32130
32140
32150
32160
32170
32180
32190
32200
40
48
32
45
30
70
60
33
42 '
55
80
90
45
75
97
45
90
55
54
80
35-38
43-48
26-31
32-37
27-29
64-70
30-40
23-30
39-41
53-55
73-78
85-90
38-43
68-73
35-95
37-44
74-84
43-51
44-53
77-79
5.0
3.3
5.0
4
3.75
0.1
-..
3.5
2.5
3.0
1.5
0.5
1.5
0.1
0.5
0.25
2.0
1
2.5
1.32
1.16
1.05
1.35
1.0
1.0
2.8
3.34
3.38
3.52
1.22
1.0
5.02
5.02
5.0
2.12
1.0
1.0
1.0
2.2
857.25
857.65
844.7
853.56
844.58
879.86
856.76
857.27
857.32
857.46
858.66
857.98
858.89
858.7
859.26
860.25
371.28
864.6
864.56
873.58
825.57
825.25
824.52
824.37
821.33
822.83
824.45
825.59
825.42
825.16
825.28
824.27
823.98
822.32
321.76
824.1
819.59
823.55
821.9
818.21
31.47
32.17
20.58
28.69
22.93
32.1
31.54
31.76
31.96
32.99
33.41
34.72
36.16
37.2
36.15
51.34
40.87
42.32
55.0
31.68
32.4
20.18
29.19
23.25
57.03
32.31
31.68
31.9
32.3
33,38
33.71
34,91
36.38
37,5
36.23
51.69
41.05
42.66
55.37
32.48
33.24
21.56
29.97
24.61
58.4
29.98
31.28
32.23
32.7
33.56
34.84
35.63
37.79
38.9
37.01
53.26
41.85
44.36
56.86
33.12
34.04
22.4
30.37
25.5
59.4
32.6
33.24
33.7
34.81
35.62
33.0
35.39
36.9
54.15
42.51
45.92
57.76
1
Control Well
Drilled 11-76
Mot Sampled
\
Sampled Once
10-7-76
Not Sampled
Not Sampled
J
--, --
17
-------
infiltrated wastewater does not move downward and laterally from the pits in
a simple flow pattern.
LeRoux's (1963) map of the piezometric surface (1958 data) shows that
the regional surface in the Milton area slopes to the northwest at a rate of
about 2.5 m/km (13 ft/mi) towards the present-day Rock River channel. The
water table surface in this study (Figure 5) indicated a slope of about 3.6
m/km (19 ft/mi) towards the west. These general contours, developed from
existing water wells in the vicinity (Appendix C), indicated a groundwater
low or deflection just north of the wastewater lagoons and stormwater basin.
The general five-foot contours also suggested that the general flow direction
from the wastewater lagoons was initially north, east, and west, then to the
north towards the water-table low, and then to the southwest towards the Rock
River channel.
The detailed water-level contours for November, 1976, (Figure 6) indi-
cated mounding of the groundwater beneath the wastewater lagoons and the
stormwater runoff basin. The slope of this surface was about 12 m/km (63
ft/mi) towards the north. There was also movement from the mound beneath the
wastewater lagoon towards the west to a low area that separates the lagoon
wastewater mound from the storm runoff mound. In this low area the two waters
mix and continue movement to the northeast. The groundwater beneath the
storm runoff basin,also moves away from the mound towards the east-northeast,
following the regional trend. However, the groundwater mound beneath the
stormwater basin does not exist the year round. As this mound disappeared
(Figure 7), as indicated by detailed water-level contours during April, 1977,
flow from the wastewater mound could move beneath the storm basin and mix
with the residual stormwater.
The change in groundwater flow patterns could have been caused by high
surface-water runoff events that resulted in increased infiltration at the
stormwater ponds and/or high summer effluent flows resulting in more infil-
tration from the wastewater ponds. If this is true, then the flow pattern
shown by the^November, 1976, contours and monitored at well 32050 would con-
sist primarily,of infiltrated wastewater that had previously flowed under the
stormwater basin. These local seasonal variations of the groundwater move-
ment in the vicinity of the wastewater infiltration ponds made tracing the
chemical plume from the wastewater difficult.
The groundwater contours (Figures 6 and 7) show that well 31060 repre-
sented the off-site upstream groundwater regime, and the water quality should
be representative of the glacial deposits unaffected by wastewater.
Aquifer pumping tests were not conducted at the Milton site, principally
because of construction cost constraints. An example of the water-yielding
characteristics of the Pleistocene glacial sediments was provided by two
wells in the Janesville area (five miles south of Milton). One well yielded
nearly 79 L/s for 24 hours with 0.3 m of drawdown (1,250 gpm/ft), and another
yielded about 344 L/s for 24 hours with 2.1 m of drawdown (5,450 gpm/ft) (Le-
Roux, 1963). These data suggest that the coefficient of transmissibility
for the permeable zones in the glacial sediments would be around 12.4 million
liters per day per meter (1 Mgal/ft). This rather high transmissibility
18
-------
STORM-
WATER
2130V LAGOON
WELL NUMBER
SCREEN DEPTH
WATER ELEVATION CONTOURS
100 200
J-^^DIRECTION OF GROUNDWATER MOVEMENT
Figure /. Water elevation contours - Ap'il,l977
-------
value was also confirmed for the glacial deposits in the vicinity of Milton
(Strand & Associates, 1975). These data must certainly represent the most
permeable gravel zones of the glacial sediments. The wide spacing shown by
the contours of the regional piezometric surface indicates the most permeable
area is in the old Rock River channel (LeRouz, 1963). These contours become
more closely spaced in the vicinity of Milton, indicating a lower permeabi-
lity. The principal avenues of dispersion for the infiltrated wastewater are
the shallow, thin, clean gravel layers found below the groundwater table
(Appendix A).
It is probably not justifiable to rigorously correlate the water level
recorder data from the project (Figure 8). The record began in October,
1976, and ended in June, 1977. The water level was on the decline during the
fall and early winter, as should be expected. The rise in water level from
late February to early March, 1977, was probably due to runoff from snowmelt,
since there were several inches of snow on the ground in early February and
the daily high temperature began to increase during the last two-thirds of
the month. This corresponded with the filling of the storm runoff basin,
which occurred prior to the April sampling round. The decline for the re-
mainder of March, April, and May was probably due to natural discharge and
transpiration of the newly leafing vegetation. A subsequent rise from June
through October would probably correspond to increased wastewater flows
during the summer months, because the high water levels during October, 1976,
occurred during a time when the basin was almost dry.
SOILS
The rapid infiltration site at Milton was not a soil system. The infil-
tration was through the floor of old gravel pits consisting of geologic for-
mations of glacial till. See the geology section for detailed information.
CLIMATE
iRock County, Wisconsin, has a continental climate, characterized by
marked changes in weather. The area is influenced by pressure systems that
move southward from Canada and eastward across the continent.
Winters are relatively cloudy, cold, and snowy. Rivers and lakes begin
to freeze over in November, and the ice usually remains until early in April.
Spring is slow in coming, and periods of hard weather alternate with
cold spells. Snowfall decreases as spring begins, and by the end of March
nearly all the precipitation falls as rain. Table 3 gives temperature and
precipitation data based on records at the Lake Geneva Weather Station.
The growing season averages 161 days per year. Annual precipitation is
normally adequate for the crops grown, the driest part of the growing season
being late in August and early in September. The average annual precipi-
tation is about 84 cm (33 in), with about 60 percent occurring from April
through August. From the middle of November to the end of March, most of the
precipitation falls in the form of snow. The average annual snowfall is
109 cm (43 in).
20
-------
i.q
_n.s.
206
2 '
-0.4.
O.2_
°-
36.0.
.1.
.2.
ii.
AUG.
I97S
SEPT
OCT
NO'/
DEC.
JAN
PRECIPITATION
L._L
1977
APR
MAY
JUN.
LlLL
2 C
.6.
.7
8-
e
-9-
370.
-L
.2.
3.
.4
DEPTH TO GROUNDWATER
I'.O
Ll I 25
113
Figure 8. TeM site hydroloqic cycle.
-------
TABLE 3. TEMPERATURE AND PRECIPITATION DATA"
Temperature
Month
January
February
March
April
May
June
July-
August
September
October
November
De (ember
Year
Average
daily
maximum
(AF)
29.8
33.2
42.6
58.6
69.6
79.2
84.0 .
82.6
74.1
63.7
45.0
33.2
58.0
Average
daily
minimum
(AF)
13.2
16.4
24.5
36.4
45.9
56.8
61.9
61.3
52.4
42.7
28.7
18.6
38.2
Two years in
at least 4 d
Maximum
temperature
equal to
or higher'
than--
(°F)
46
44
60
77
85
93
93
93
90
79
64
47
10 will have
ays with--
Minimum
temperature
equal to
or lower
than--
(SF)
-9
-6
11
25
33
45
52
51
40
29
12
-3
Precipitation
One year in 10
will have--
Average
total
(Inches)
1.73
1.26
2.55
3.24
3.69
4.46
4.18
3.60
1.98
2.13
2.16
2.12
33.10
Less
than-',-
( Inches)
0.45
0.5-1
0.86
0.94
1.37
1.41
1.01
1.40
1.28
0.74
0.43
0.42
._ .
More
than-,*
(Inches)
3.24
2.36
3.98
4.78
6.18
5.63
7.66
7.38
6.57
4.55
4.34
2.S7
_
Snow
Average
total
(Inches")
11.0
5.5
10.1
1.1
0.1
0.0
0.0
0.0
0.0
0.0
4.5
10.8
43: 1'
All data based on records at Lake Geneva Weather Station.
-------
The prevailing winds are from the west in winter and from the south in
summer. The average annual lake evaporation is 76 cm (30 in), with 80 per-
cent occurring from May through October.
Cl imatological data for the project period are shown in Table 4. The
rainfall during 1976 was only 70 percent of normal with a corresponding in-
crease in evaporation. During the first half of 1977, rainfall was about 90
percent of normal.
TABLE 4. RECENT CLIMATOLOGICAL DATA
Month
January, 1976
February, 1976
March, 1976
April , 1976
May, 1976
June, 1976
July, 1976
August, 1976
September, 1976
October, 1976
November, 1976
December, 1976
Total 1976
January, 1977
February, 1977
March, 1977
April , 1977
May, 1977
June, 1977
Total , Jan-
June 1977
Temp. ( F)
18.3
31.1
39.5
51.7
57.8
71.5
75.8
70.8
61.6
46.7
29.0
15.8
47.5
5.2
23.4
41.3
54.5
67.0
67.6
43.2
Precipitation3
(inches)
0.72
1.29
4.73
2.63
4.03
2.12
2.91
1.49
0.82
2.32
0.37
0.38
23.81
0.53
0.56
4.06
2.62
2.19
3.05
13.01
Evaporation
(inches)
6.82
9.88
10.24
7.98
5.65
40.57
8.99
6.52
15.51
a Measured at Janesville, Wisconsin.
Measured at Arlington University Farm, Wisconsin.
23
-------
LAND USE
Farmland in Rock County can be farmed intensively if adequate conserva-
tion practices are followed. Before the Civil War, wheat was the principal
crop. After the Civil War, farmers diversified their crops by producing
other grains in addition to wheat. By 1900, dairying had become important,
and it is now a significant farm enterprise in the county.
The trend in the county is toward fewer, but larger, farms. Mechaniza-
tion and other technological advances have made the operation of larger farms
more economical. While beef-cattle farming is increasing in importance,
field crops grown for the canning industry are also increasing in importance
as a cashcrop enterprise.
Manufactured products are highly varied, and the electronics industries
are becoming established in the county. The strongest retail lines are
lumber, hardware, farm equipment, food, automobiles, and the service indus-
tries. Wholesale trade is small.
24
-------
SECTION 5
PLANT OPERATION AND COSTS
WASTEWATER TREATMENT
The original facilities at the Milton wastewater treatment plant were
constructed in 1939 in an abandoned gravel pit and consisted of activated
sludge treatment and aerobic digestion. Prior to 1957, the effluent was
passed through two rapid sand filters and discharged to dry wells to seep in-
to the surrounding gravel. The first lagoon presently in use served as an
alternate disposal point. Sand filtration was discontinued in 1957, and the
single lagoon was converted to two lagoons in series.
In 1962, the original mechanical aerators were replaced with compressed
air aeration, and the mechanical bar screen was replaced with a barminutor.
Other additions included a blower building, primary tank bypass line, and
larger capacity return sludge pumps. At about the same time, the third
seepage lagoon was constructed in series with the first two lagoons. The
general pattern has been to clean the bottom of the third lagoon every two
years. This is accomplished by bypassing the effluent to an alternate
seepage pit, allowing the third lagoon to seep dry. Material and soil are
then removed by dragline and replaced with dried material excavated from the
area surrounding the pit. The material removed is piled around the sides of
the old gravel pit. Recently a fourth seepage lagoon has been excavated to
handle any overflow from the third lagoon.
The wet sludge is hauled by truck to an area immediately north of the
lagoons, where it is spread in beds and allowed to dry.
WASTEWATER CHARACTERISTICS
The wastewater is primarily domestic in nature. According to city
personnel, a milk-receiving station went out of business during 1972. The
only other industry is involved in reacting organic chemicals and vegetable
oils to produce surfactant chemicals and emulsifiers. It initiated production
during 1973 and produces an estimated 2,800 kilograms (kg) [4,000 pounds (lb)]
of BOD per year. A 24-hour wastewater sample was analyzed by the State
Laboratory of Hygiene in 1973 with the results shown in Table 5.
The wastewater flow is not metered; however, in 1972 a portable flow
meter measured an average daily flow of 14.5 L/s (330,000 gpd) for a popu-
lation of 3,900.
25
-------
TABLE 5. WASTEWATER CHARACTERISTICS
Parameter
BOD, (mg/L)
Soluble BOD (mg/L)
Total Solids (mg/L)
Fixed
Volatile
Suspended Solids (mg/L)
Fixed
Volatile
pH
Soluble Solids (mg/L)
Phosphorus (mg/L)
Soluble
Total
Nitrogen (mg/L)
Total Organic
Free Ammonia
Nitrite
Nitrate
Raw Primary
Sewage Effluent
220 200
910
580
330
155 110
35 35
120 75
7.3
755
5.8
9.0
14.1
27.7
0.015
0.15
Final
Effluent3
19
9
790
615
175
20
5
15
7.6
770
7.5
8.5
4.5
25.7
0.37
0.63
Final
Seepage Mixed Return.
Pond Liquor Sludge
16
9.5
745
595
150
5 510 1,870
70 260
5 440 1,610
7.5
740
9.2
9.2
2.5
19.5
0.02
0.20
Note: Results of analysis November 6-7, 1973.
aTotal sewage flow: 12.27 L/s (280,000 gpd).
Return sludge flow rate: 4.16 L/s (95,000 gpd); waste sludge flow rate:
1.14 L/s (26,000 gpd).
OPERATING COSTS
The operating costs from the City's 1977 operating budget were as follows:
Salaries (operator and other crew members
for maintenance of plant and sewer line) $12,400
Electricity 7,400
Heating Oil 1,300
Plant Repair 1,000
Telephone 230
Misc. Supplies 1,200
Misc. Equipment 200
Sewer Line Repair 150
Total annual 0 & M $23,880
This is equivalent to an 0 5. M cost of $0.22/1000 gal. Based on user
26
-------
charges, the estimated plant revenue was $40,500. The original capital cost
data were not available.
27
-------
SECTION 6
RESEARCH METHODS
WELL CONSTRUCTION AND LOCATIONS
Well Construction
Prior to developing a plan of construction, test hole 7, well 32070, was
drilled to evaluate formation conditions. Difficult drilling conditions, cav-
ing, boul-ders, etc., were encountered that indicated cable tool construction
would be required to prevent contamination of the formation with bentonite
drilling fluid. Because it was anticipated that the minimum diameter of sam-
pling wells would be at least 10 cm (4 in) to allow sampling with a submers-
ible pump, drilling specifications were written and bids taken on this basis.
All bids received were over the budget. Additionally, the Wisconsin Depart-
ment of Natural Resources would not approve the cable tool construction
method as specified; it required larger holes, which would have increased the
cost even more. With these limitations, the construction techniques were
reevaluated and it was determined that 5 cm (2 in) wells could be constructed
and sampled with a single pipe jet pump utilizing 5 cm (2 in) packers.
Several construction techniques were evaluated in the field, and the
wells were ultimately constructed using small rotary rigs. The rotary con-
struction of the smaller wells resulted in considerable savings compared to
cable tool construction.
Wells were constructed with polyvinyl chloride (PVC) casing and screen
to prevent any possibility of heavy metals contamination from the wells. The
Department of Natural Resources concurred with PVC construction, provided the
completed wells were pressure-tested to assure that there were no leaks in
the casing.
The wells were constructed to prevent any contamination of the sampling
zone by bentonite mud. The techniques used for each well are described below.
Wells 32170 and 32200
These wells were constructed by rotary drilling using bentonite mud.
When the desirable depth had been reached, the mud slurry was flushed out and
saved. An attempt was then made to drill and jet with clear water (using jet
valves on the end of the casing) below the mud cake. This was only partially
successful, and these wells were used as piezometers only. Completion in-
cluded gravel pack, bentonite seal above screen, and backfilling with native
sand and bentonite slurry as shown in Figure 9.
28
-------
|~ ^.y-Ground line
^HT^rr^^'4:-^>^'
Steel protective cosing
Locking hasp
Threaded PVC cap
Bentonite plug
.'utive bacKfi
A Q U ! PER
O .
a a
6 '
* a
" *.
tf'i
Bpr,tonite plug
Grave! pack
Screen
Figure 9, Typical well completion,
29
-------
Wells 32010, 32020, 32060, 32110, 32120, and 32150
Deeper wells intended to sample zones several meters below the water
table were constructed in a manner similar to that described above. In addi-
tion, a temporary 10 cm (4 in) flush joint steel casing was installed to
prevent caving. A 14 cm (5-5/8 in) 'hole was drilled using conventional ro-
tary methods and bentonite mud to ..a depth just above the zone of interest.
Flush joint casing was then .installed,' mud was flushed out and saved, and
drilling proceeded with water only, while driving the casing to about 3 m (10
ft) below mud cake. The casing and screen were installed, and gravel pack
was added. The gravel pack was sounded to verify that it was above the
screen, and a seal was placed using bentonite pellets. The mud slurry was
then pumped back down. Casing was pulled and the hole backfilled using1
native sand and bentonite slurry. The top was sealed as shown in Figure 9.
Wells 32030, 32040, 32050, 32150, 32160, 32180, and 32190
Wells installed to monitor the top of the water table were constructed
using a 6-in hollow-stem auger. The 5-cm (2-in) casing and scre.en were set
at the desired depth and the augers pulled. The hole was sounded to verify
that natural sand had caved around the screen; then a bentonite seal was
placed, and the hole was backfilled with bentonite and sand. The top was
sealed as shown in Figure 9.
Wells 32080, 32090, and 32100
It was desired to obtain water and soil samples at different depths imme-
diately below the infiltration lagoon. Since the lagoon was continuously .
flooded, this was accomplished by constructing a sand berm in the lagoon and
constructing wells through the built-up berm. A hollow-stem auger was used
initially for the first 2 to 6 m (7 to 19 ft), depending on soil samples
required; then 10-cm (4-in) steel.casing was installed, and drilling pro-
ceeded with mud while driving -the.casing to within 3 m (10 ft) of the zone of
interest. The drilling mud was then flushed out, and casing was drilled and
driven to the desired depth. The 5-cm (2-in) PVC casing and screen were in-
stalled and sand packed while pulling the casing back about 1 m (3 ft). The
sand pack was verified, a bentonite pellet seal placed, and the annul us bet-
ween the two casings filled with bentonite slurry. The steel casing was left
in place, and the surface was sealed with a bentonite slurry.
During the construction calcium hypochlorite (HTH) was added to the
drilling water to provide*at least 50 ppm chlorine in all rotary drilled wells
except where it was necessary to collect soil cores for analysis. In these
wells, HTH was added after the last soil sample was collected. In the aug-
ered holes, water containing HTH was added after the water table was reached
in order to prevent bacterial contamination from the drilling process.
A single pipe jet pump with 5-cm (2-in) packers, which allowed the well
casing to be utilized as the second pipe, was used to pump the wells after
completion. Several times the volume of water lost during drilling was pumped
from each well. The djscharge.,was-monitored for chlorine, and pumping was
continued for some time .after wells were completely clear of chlorine.
Pressure Testing
The pump discharge was equipped with a pressure gage, and by shutting off
30
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discharge, pressures up to 50 psi could be applied to the casing. The pump
could then be shut off and the pressure maintained on the well casing.
Wells were pressure-tested in this manner to verify that there were no leaks
in the PVC joints. Wells in the infiltration pond were tested at 30 psi for
10 minutes with no loss in pressure. The other wells were tested at from 30
to 40 psi for three to five minutes. Only well 32200 showed leakage through
the casing, and it was not used for sampling purposes.
Well Locations and Purposes
Figures 5 and 6 show the locations of all the monitoring wells and
piezometers. Wells 1 through 9 were existing wells used only to determine
water levels and direction of flow (Figure 5). Information regarding loca-
tions and water levels of these wells is summarized in Appendix C.
Justification for each of the piezometers and monitoring wells con-
structed for this project is as follows:
Well No.
32010 & 32020
32030 & 32040
32050
32060
32070
32080, 32090
& 32100
32110 & 32120
32130, 32140
& 32150
Explanation
Monitoring wells to define the water quality and
groundwater slope on the near upstream side.
Monitoring wells to define the groundwater slope
and to monitor downstream water quality.
Monitoring well immediately downstream from the
infiltration lagoon and the stormwater basin.
Should sample a mixture of water from the two
areas.
Monitoring well to define upslope water quality
and to provide water level required for flow
direction.
Piezometer and test hole.
Monitoring wells drilled through the bottom of
the infiltration lagoon to obtain samples of the
percolate from progressively deeper discrete zones
above the normal water table. Wells 32090 and
32100 were also used to obtain drive core samples
of the sand through which the percolate moves.
Monitoring wells to sample deeper discrete zones
immediately downstream from the infiltration lagoon
In conjunction with wells 32080, 32090, and 32100,
allowed vertical water quality to be defined down
to 27 m (90 ft).
Monitoring wells to sample progressively deeper
zones under the storm runoff infiltration area and
31
-------
Hell No. Explanation
downstream from the effluent infiltration lagoon.
32160 Primarily used for installation of water level
recorder. Sampled one time to obtain immediate
downstream water quality.
32180 & 32190 Monitoring wells located in the most direct
downstream location as determined by piezometers
and other monitoring wells.
32170 & 32200' Used only as piezometers to define the water table
and direction of flow.
SAMPLING
The infiltration lagoon is operated on a continuous basis. The lagoon
is drained about every two years and the bottom dredged to remove the partly
clogged sands. This operation was last performed in May 1975. Near.ly 1%
years of continuous operation had occurred prior to the initial sampling in
this study.
Effluent Samples
It was assumed that seepage from the lagoon occurs primarily through the
side walls and that the water surface rises as lagoon walls become clogged
with solid's. Therefore, grab samples of the lagoon water were collected at
0.5 meter below the surface and along a side wall. Grab samples of infiltra-
tion lagoon water were collected during each sampling visit.
Because stratification may occur in the infiltration lagoons, a 24-hour
composite effluent sample (composite of four grab samples collected during
each sampling round) was obtained. Two effluent samples were collected on
the last round. The stormwater infiltration basin was located immediately
adjacent to the sewage infiltration lagoon, thus allowing the infiltrated
stormwater to alter the groundwater chemistry. For'this reason, a grab
sample of stormwater was collected on each sampling visit.
i
During the study period, four infiltration lagoon samples, five com-
posite effluent samples, and four stormwater samples were collected.
Groundwater Samples
There were three piezometers'wells 32070, 32170, and 32200--that were
not sampled. The water level recorder well, 32160, was sampled once. The
upstream control well, 31060, and an existing well, 31210, were sampled
three times. The remaining wells were all sampled four times.
'Soil Samples
The infiltrated wastewater does not move through typical soil horizons
32
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but through the bottom of a pond excavated in glacial materials consisting of
fine to coarse sand with some gravel layers and occasional boulders. Clay
may be present in very small quantities mixed with sand or in thin layers.
Soil sampling was designed to obtain soil samples at progressive depths
beneath the infiltration lagoons and at or just below the water table along
the flow paths moving away from the lagoons.
Drive core samples taken at wells 32090, 32100, and 32120 provided a
vertical profile through the unsaturated and saturated zones to a depth of
27 m (90 ft). Drive core samples taken at or just below the water table at
wells 32090, 32120, 32050, 32160, and 32190 provided a horizontal profile
along the flow data.
Control samples were taken at and below the water table at well 32060.
Sample numbers and location are summarized in Table 6.
CHEMICAL AND BIOLOGICAL ANALYSES
Samples collected in the field at the control and test sites were either
analyzed at the field laboratory or returned to the laboratory in Oklahoma
City, Oklahoma, for analyses. The time-critical parameters were analyzed in
the field as soon as the samples were collected. For those samples desig-
nated for later laboratory analyses the standard methods for preservation
relevant to the parameter to be analyzed were employed. In the following
sections the methods used in the analyses of water and soil samples are pre-
sented in sequence. Field methods are discussed prior to laboratory methods.
A summary is given in Table 7 of the field method changes that were made dur-
ing the sampling program to overcome equipment and methodology problems.
Methods for Analyses of Water
Field Analyses--
Alkalinity (total)--Water samples were titrated with a 0.02 N sulfuric
acid solution to an end point of pH 4.5. An exactly prepared 0.02 N solution
of sodium carbonate was used to standardize the sulfuric acid and was used in
spiking water samples (APHA, 1976).
Ammonia--Ammonia analyses were performed with the use of an ammonia
electrode. A standard curve was constructed from 1000, 100, 10, 1, and 0.1
mg/L solutions of stock ammonium chloride. The samples and standards were?
treated identically. The electrode was immersed into the sample, and 10 N
sodium hydroxide was added to raise the pH. The millivolt reading was re-
corded, and the ammonia concentration was determined directly from the cali-
bration curve (Orion IM, 1975a, and Bremner, 1972).
Biochemical oxygen demandDissolved oxygen (DO) in water samples was
determined with a DO meter prior to setting up biochemical oxygen demand
(BODr). The meter was air-calibrated with an aneroid barometer according to
manufacturer's instructions. Air calibrations were periodically checked
33
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TABLE 6. SUMMARY OF DRIVE CORE SAMPLES AND LOCATIONS
Sample
Numbers
324101
324091
324092
324093
324094
324095
324102
324121
324122
324123
324051
324161
324191
314061
314062
Depth
Below Ground
Surface (ft)
8-10
17-19
19-21
27-29
31-33
37-39
52-54
55-56
79-80
92
25-30
40-43
44-48
59-64
70-73
Depth
Below Bottom
of Infiltration
Pond (ft)
0-2
2-4
4-6
12-14
16-18
22-24
44-46
40-41
64-65
77
--
--
--
--
Depth Below
Water Table
(ft)
--
--
__
2-5
8-10
23-25
23-24
47-49
60
3-8
6-9
3-7
3-8
14-17
against the Winkler method. The samples were diluted with aerated dilution
water according to. the results obtained from initial experimentation. In
some samples no dilutions were required. The initial DO was measured directly
in the BOD bottle. The bottles were then carefully glass-stoppered and
plastic caps placed over the mouths of the bottles to prevent loss of water
from the water seal. The samples were prepared in duplicate and incubated at
20 C in the dark for five days. The final DO was also measured with the
probe. Samples containing chlorine were treated with sodium thiosulfate to
eliminate the chlorine and. then seeded with 24-hour-old domestic wastewater.
Glucose-glutanric acid checks were performed to observe the efficiency of the
BOD procedures (APHA, 1976).
34
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TABLE 7". SUMMARY OF FIELD METHODS
CO
01
Sampling Trip
Analysis
Al kal inity
(Total)
Ammonia
BOD
Chloride
Col i form
(Total)
Col iform
(Fecal)
Conductance
D.O.
Nitrate
Ni trogen
(Kjeldahl)
Orthophosphate
(Soluble)
PH'
Phosphorus
(Soluble)
Phosphorus
(Total)
Sulfide
Sulfate
Milton I
Potentiometric
Titration
Probe
Probe
Probe
Membrane Filter
Membrane Filter
Meter
Winkler
Probe
Digestion &
Probe
Single Reagent
pH Electrode
Filtration, Diges-
tion, & Single
Reagent
Digestion &
Single Reagent
Probe, No
Preservative
Turbidimetric
Milton II
Potentiometric
Titration
Probe
Probe
Tritration
Membrane Filter
Membrane Filter
Meter
Winkler
Probe
Digestion &
Probe
Single Reagent
pH Electrode
Filtration, Diges-
tion, & Single
Reagent
Digestion &
Single Reagent
Probe, No
Preservative
Turbidimetric
Milton III
Potentiometric
Titration
Probe
Probe
Titration
Membrane Filter
Membrane Filter
Meter
Winkler
Cadmium Reduction
Digestion &
Probe
Single Reagent
pH Electrode
Filtration, Diges-
tion, & Single
Reagent
Digestion &
Single Reagent
Probe With
Preservative
Turbidimetric
Milton IV
Potentiometric
Titration
Probe
Probe
Titration
Membrane Filter
Membrane Filter
Meter
Winkler
Cadmium Reduction
Digestion &
Probe (Modified)
Single Reagent
pH Electrode
Filtration, Diges-
tion, & Single
Reagent
Digestion &
Single Reagent
Probe With
Preservative
Turbidimetric
-------
Coll form (total)--Field samples were collected in sterile glass bottles.
Samples were thoroughly mixed, and 1 ml was taken with a sterile pipette and
passed through a 0.45 ym Gelman filter. Beginning with sampling rounds three
and four, one 50 nt sample was also run. All equipment was sterilized by
immersion in boiling water. The filter was aseptically placed on a filter
pad containing 2 ml Endo Broth in a 50 x 12 mm plastic petri'dish. The
dishes were placed into a whirlpac plastic bag, inverted, and incubated at
35 C for 24 hours in a bacteriological incubator. The typical coliform
colonies counted had a pink to dark red color with metallic surface sheen
(APHA, 1976).
Co1if orm (feca1)--The procedure was identical to that for total coli-
forms with the exception of medium. The medium used was mFC, and plates were
not inverted. Plates were incubated at 44.5 C for 24 hours. Typical coli-
form colonies were small and blue (APHA, 1976).
ConductivityDetermination of specific conductance was performed using
a conductivity meter. Using a potassium chloride solution of known conduc-
tance, the meter was calibrated prior to running analyses. Specific conduc-
tance values were corrected to 25 C by using multiplication factors (APHA,
1971).
Dissolved oxygen--At the well site, immediately after pumping the well,
dissolved oxygen was measured by the azide modification of the Winkler method.
One Hach powder pillow each of manganous sulfate, alkaline-iodide-azide, and
sulfamic acid was added to the water sample. The sample was then brought to
the field laboratory and titrated with phenylarsine oxide (PAO) using a
starch indicator (APHA, 1976).
Nitrate nitrogen--Samples from round one were analyzed for nitrate
with the use of the nitrate electrode. The probe was immersed in the sample
and the final millivolt reading was recorded. Nitrate concentrations
were determined from a standard curve prepared from standards serially di-
luted from a potassium nitrate stock solution.
Due to the inability to recover spikes and uncontrolled drift in mil-
livolt readings in certain samples, the nitrate probe was replaced with the
cadmium reduction column method for sampling rounds three and four. The
samples were flocculated and/or filtered through a 0.45 pm Gelman filter
prior to analyses. An aliquot of sample was passed through a column con-
taining granulated copper-cadmium to reduce nitrate to nitrite. Columns were
reactivated between field trips and at other times when efficiency dropped.
The nitrite (that originally present plus reduced nitrate) was reacted with
the color reagent to form a highly colored azo dye, which was measured spec-
trophotometrically at 420 nanometers (nm). The nitrite was then determined
in the sample and subtracted from the initial value to obtain nitrate (USEPA,
1974; Orion IM, 1975b; and Orion IM, 1976c).
Nitrogen (total and soluble organic)--A micro-Kjeldahl digester and an
ammonia electrode were used for analyses. Procedural changes were made
throughout the field trips in an attempt to correct the problem of not obtain-
ing total nitrogen recovery. A 50 mL aliquot of sample (filtered for soluble,
36
-------
not filtered for total) was boiled in the presence of concentrated sulfuric
acid, potassium sulfate, and mercuric sulfate, and evaporated one-half hour
past the disappearance of sulfurous acid fumes. Rounds one, two, and three
samples were analyzed by adding 10 N sodium hydroxide to the sample and
recording the millivolt reading from the ammonia probe. For the first three
rounds, the mercury interference in the digestion reagent was not identified
before testing for ammonia. This resulted in an ammonia-mercury complex
formation and low nitrogen results. Experiments in the laboratory showed
that addition of 2 N sodium iodide with the 10 N sodium hydroxide did not
effectively eliminate the mercury interference. Beginning with round four,
two major changes were made: 1) Hengar crystals, which are selenium coated,
replaced mercury as the catalyst and 2) samples were partially neutralized
with sodium hydroxide and allowed to cool in an ice bath prior to ammonia
analyses to compensate for heat gained from addition of the sodium hydroxide
to acid. Excellent results were obtained, using the final revised procedures
(Orion IM, 1975a, and Bremner, 1972).
Orthophosphate (soluble)--Qrthophosphate phosphorus was determined by
the single reagent method. Samples were filtered through a 0.45 ym Gelman
filter. The pH of the sample was adjusted to 7.0 + 0.2 with sodium hydrox-
ide. Ammonium molybdate, antimony potassium tartrate, and ascorbic acid
color reagent -were added to the sample and read in the manner described for
total phosphorus (USEPA, 1974).
£HThe pH was determined by use of a glass combination electrode. The
meter was calibrated for pH determinations by using buffers of pH 4, 7, and
10 (APHA, 1976).
Phosphorus (total)--Phosphorus was determined by the single reagent
method. Sulfuric acid (11 N) and ammonium persulfate were added to the
samples. Samples were boiled gently followed by pH adjustment to pH 7.0 +_
0.2 with sodium hydroxide. Ammonium molybdate, antimony potassium tartrate,
and ascorbic acid color reagent were added to the samples. The blue color
formed was read at 640 nm using a spectrophotometer. The phosphorus concen-
tration was determined from a standard curve that was prepared from serial
dilutions made from a stock phosphorus solution (USEPA, 1974).
Sulfide su!fur--Ana1yses for sulfide were made with a sulfide electrode.
Procedural changes involving sulfide anti-oxidant buffer (SAQB) and standards
were a result of additional research by Orion (Orion IM, 1976a).
Samples for rounds one and two were brought to the field laboratory,
where an aliquot of sample was added to an equal volume of 50 percent SAOB.
The SAOB contained sodium hydroxide, sodium salicylate, and ascorbic acid.
The calibration curve was prepared from a standard consisting of sodium sul-
fide, sodium hydroxide, sodium salicylate, and ascorbic acid. The standard
was titrated against a 0.1 M lead perchlorate solution to obtain the exact
normality. Standards and samples were treated identically except standards
were prepared by diluting in 25 percent SAOB. The electrodes were immersed
in the sample, and the millivolt reading was recorded after it stabilized.
The exact concentration of sulfide was determined from the standard curve
(Orion IM, 1975c).
37
-------
Samples for rounds three and four were added directly to plastic bottles
half filled with 50 percent SAOB in the field. The SAOB contained sodium
hydroxide, disodium ethylenediaminetetraacetic acid (EDTA), and ascorbic acid
The calibration curve was prepared from a standard consisting of sodium sul-
fide and SAOB. The standard was titrated against 0.1 M lead perchlorate to
find the exact normality of the standard. This solution was then serially
diluted to prepare a standard curve. The samples and standards were treated
identically. The electrodes were immersed in the sample, and millivolt
readings were recorded. The exact concentration of sulfide was determined
from the standard curve (Orion IM, 1976a).
Laboratory Analyses--
BoronBoron was analyzed by the curcumin method. Samples were added to
evaporating dishes made of boron-free glass. Curcumin reagent was added, and
the dishes were placed in a water bath set at 55 +_ 2 C and evaporated to
dryness. The contents of each dish were redissolved in 95 percent ethyl
alcohol, filtered through Whatman 30 filter paper, and read at 540 nm on a
spectrophotometer. The boron concentration was determined from a standard
curve, which was prepared from standards serially diluted from a 100 mg/L
boron stock solution (APHA, 1976).
Chemical oxygen demandSamples were collected in plastic bottles con-
taining sulfuric acid as a preservative and kept on ice until the analyses
were completed. The dichromate reflux method was used for chemical oxygen
demand (COD) determinations. The alternate procedure for dilute samples in'
which the potassium dichromate and ferrous ammonium sulfate are more dilute
was used for low level COD samples (USEPA, 1974).
Chloride--Analyses for chlorides for the first round were performed
with a chloride electrode. Due to problems with this electrode, sample
analyses of rounds two, three, and four were completed by the mercuric ni-
trate titration method. Hach powder pillows (prepared indicator-acidifier
reagent) were used as the indicator for rounds two and three, but the
indicator-acidifier reagent was used for round four (APHA, 1971).
Prior to running analyses with a chloride electrode, standard curves
were prepared from serially diluted standards of a 100 mg/L sodium chloride
stock solution. Standards and samples were treated identically. The elec-
trodes were immersed in samples with ionic strength adjuster (ISA) added.
Samples were mixed at a constant rate on a magnetic stirrer until stable
millivolt readings were observed. Using millivolt readings, unknown concen-
trations were determined from the calibration curve (Orion IM, 1976b).
Samples for titration were adjusted to a pH of 2.5 with nitric acid, and
indicator-acidifier reagent was added to the sample, which was then titrated
with 0.0141 N mercuric nitrate. If high chlorides were present, 0.141 N
mercuric nitrate was used as the titrant. The samples were titrated to a
light purple end point. Iron, which acts as an interference, was removed
from the sample through flocculation with zinc sulfate solution and sodium
hydroxide. The floe was allowed to settle and was filtered through a 0.45
micron filter. Analyses were performed on the filtrate (APHA, 1976).
38
-------
HerbicidesField samples were collected in hexane-rinsed, glass-stop-
pered bottles. Chlorinated phenoxy acid herbicides were extracted from the
acidified water sample with diethyl ether. The ether layer was filtered
through anhydrous sodium sulfate into hexane-rinsed bottles, 37 percent
potassium hydroxide was added, and the sample was returned to the laboratory
for analyses. Water was added to the sample and the ether removed by evapo-
ration. Extraneous organic matter was removed by extracting the basic
aqueous phase with diethyl ether. The aqueous phase was acidified to hydro-
lyze the esters to acids and the acids extracted with diethyl ether. Benzene
was added and the solution evaporated to 0.5 ml in Kuderna-Danish evaporators.
The acids were esterified to methyl esters with 0.5 ml boron trifluoride
in methanol. The benzene layer was shaken with neutral 5 percent sodium
sulfate solution. The benzene extracts were further purified by passing
through Florisil columns. Identification and quantification of the esters
were made by gas-liquid chromatography and were corroborated through the use
of two or more unlike columns (USEPA, 1971).
Metals (total)--Meta1 analyses were performed by atomic absorption
spectrophotometry. Field samples were collected in plastic bottles and
preserved with nitric acid to a pH 2. Two bottles were preserved for each
sample. Round four samples were filtered at the well site through a 1 ym
filter. All metals except for arsenic, selenium, and mercury were prepared
by cautiously digesting with nitric acid and evaporating to dryness. Samples
were refluxed with nitric acid and brought back to volume, then subjected to
the standard conditions and instrumental parameters for the corresponding
metals (USEPA, 1974; Martin, 1975; and Atomic Absorption Methods Manual,
1975).
Mercury was analyzed by the cold vapor technique. Concentrated sulfuric
acid, concentrated nitric acid, 5 percent potassium permanganate, and potas-
sium persulfate were added, and samples were heated 2 hours at 95 C in a
water bath. Sodium chloride and hydroxylamine hydrochloride were added to
samples. The mercury was vaporized by adding stannous sulfate (USEPA, 1974).
Arsenic and selenium were determined by atomic absorption, using a
heated graphite atomizer and electrodeless discharge lamps. The samples were
digested with nitric acid and hydrogen peroxide. Nickel nitrate was added to
the digested samples prior to analysis (Martin, 1975).
Organic carbon (total and so1ub1e)--Soluble organic carbon samples were
filtered through a 0.45 micron Gelman filter and kept iced until prepared for
analyses. Total organic carbon samples were not filtered. Purging and
sealing of the ampules were done in the field. Ten ml glass ampules were
prepared by adding 0.2 g potassium persulfate to 5 ml of sample and 0.5 ml of
3 percent phosphoric acid. Samples were then purged with oxygen. Phosphoric
acid was prepared daily and added to the ampules just prior to sealing.
Samples were prepared in triplicate. Carbon dioxide-free water was used for
the blanks. Tests were performed in the laboratory to determine optimum
length of time for purging and combusting the samples. The organic matter in
the ampules was oxidized in a pressure vessel that was placed in an oven
heated to 175 C for 16 hours.
39
-------
After oxidation, the samples were analyzed with a carbon analyzer
(USEPA, 1974, and Oceanography International IM, 1971).
PesticidesField samples were collected in hexane-rinsed, glass-stop-
pered bottles. Organochlorine pesticides were extracted from the water with
an 85:15, hexane: methylene chloride solvent mixture in the field. The
organic layer was filtered through anhydrous sodium sulfate into hexane-
rinsed bottles and returned to the laboratory for analysis. The organo-
chlorine pesticides analyzed were endrin, lindane, methoxychlor, and tox-
aphene. Extracted samples were concentrated in Kuderna-Danish evaporators in
a hot water bath. The concentrated samples were purified, if necessary, by
passing through Florisil columns. Identification and quantification of
pesticides were made by gas-liquid chromatography and were corroborated
through the use of two or more unlike columns (USEPA, 1971).
Solids (dissolved)--Samples were brought to room temperature, and well-
mixed aliquots were passed through Reeve Angel, type 934 AH filters with
gentle suction. One hundred ml was transferred quantitatively to pre-weighed
evaporating dishes. Samples were evaporated to dryness at 100 C in a water
bath and placed in an oven at 180 C for 1% to 2 hours. Evaporating dishes
were weighed again after cooling in a desiccator (USEPA, 1974).
Solids (suspended)--Samples were brought to room temperature and mixed
thoroughly. Using gentle suction, 50 mL of sample was filtered through Reeve
Angel, type 934 AH filters in 25 ml tared Gooch crucibles. The filtered
samples were dried in an oven at 104 C for one to two hours. Crucibles and
filters were desiccated until cool and reweighed (USEPA, 1974).
Solids (total)--Data for total solids were obtained by summing the
dissolved and suspended solids values.
Solids (volatile suspended)--The solids retained on the filter from the
suspended solids analysis were ignited at 550 C in a muffle furnace to
determine volatile suspended solids (USEPA, 1974).
Sulfate su!fur--Su1fates were analyzed turbidimetrically by the barium
sulfate method. While the solution was being stirred, conditioning reagent
and barium chloride crystals were added. After exactly one minute, the
barium sulfate turbidity was read at 420 nm on a spectrophotometer, and the
sulfate concentration was calculated from a standard curve prepared from se-
rially diluted standards of a 1,000 mg/L sodium sulfate stock solution
(APHA, 1976)."
Methods for Analyses of Soils
Laboratory Analyses--
Cation exchange capacity--Air-dried soil samples (<2 mm particle size)
and 1 N ammonium acetate were shaken for several minutes and allowed to stand
overnight. Sample extracts were filtered through perforated Coors crucibles
containing Reeve Angel glass fiber filters using gentle suction. Soil leach-
ing was done with 1 N ammonium acetate, adding small amounts at a time so
40
-------
that leaching took no less than one hour. This was followed by leaching with
95 percent ethanol in small amounts until the leachate gave a negative test
for ammonia with Nessler's reagent. The soil was air-dried and weighed.
Water was added, and ammonia was measured with an ammonia electrode by im-
mersing into the sample and adding 10 N sodium hydroxide to raise the pH.
Ammonia concentration was determined from a standard curve prepared from seri-
ally diluted standards of 1,000 mg/L ammonium chloride stock solution. No
modifications were made for calcareous soils (Orion IM, 1975a; Busenberq,
1973; and Black, 1965).
Boron--Air-dried soil samples were refluxed with distilled water for 30
minutes. The soil-water suspension was separated by adding 1 N calcium chlo-
ride and centrifuging at 2,000 rpm for 10 minutes. The boron concentration
of the supernatant was determined by the curcumin method (APHA, 1976, and
Black, 1965).
Herbicides--Air-dried soil samples were mixed with water, su-1-
furic acid, and diethyl ether. After shaking for four hours, the extracts
were filtered through anhydrous sodium sulfate. An aliquot of the ether
extract was transferred to a separatory funnel and shaken with sodium hydrox-
ide. The aqueous phase was transferred to another separatory funnel, the pH
adjusted to 3, and extracted with ether. Mineral oil in hexane was added to
the extract and evaporated carefully to 5 ml, employing a 50 C water bath
and a Snyder column. The extract was further evaporated to 0.1 ml. The
phenoxy acids were esterified using boron trifluoride in methanol, as de-
scribed for herbicides in water (Woodham, 1971).
Metals (exchangeable and extractable)--Air-dried soil was pulverized by
mortar and pestle to pass a 2 mm screen.
Aluminum was extracted with 1 N potassium chloride. The suspension was
filtered immediately, and the solids were washed with 1 N potassium chloride
(Ellis, 1975). Aluminum was analyzed by atomic absorption.
The ions K, Mg, and Ma were exchanged with 1 N ammonium acetate by
shaking for five minutes. Extracts were filtered through Whatman No. 40
filter paper and analyzed by atomic absorption (Ellis, 1975).
The metals Fe, Zn, Mn, Cu, Ni, Pb, Cr, and Co were extracted from soils
by shaking for two hours with triethanolamine, calcium chloride, and carboxy-
methylimino bis-ethylenenitrilo-tetraacetic acid (DTPA) (10 mL per 4 g soil),
followed by filtering through Whatman No. 42 filter paper (Ellis, 1975). The
metals were analyzed by atomic absorption.
Metals (total)--Samples were prepared by digesting soil in teflon
beakers with hydrofluoric acid and evaporating the liquid to dryness. This
was followed by digesting with a 3:1 hydrochloric: nitric acid mixture (aqua
regia) for five minutes and then redissolving any residue in 1:1 hydrochloric
acid. Samples were filtered and analyzed by atomic absorption spectrophotom-
etry.
Total mercury analyses were prepared by digesting soils with aqua regia
41
-------
for two minutes in a 95 C water bath, followed by a 5 percent potassium
permanganate digestion for 30 minutes. Sodium chloride, hydroxylamine hydro-
chloride, and distilled water were mixed with, the sample and stannous sulfate
was added to vaporize the mercury through the absorption cell (USEPA, 1974).
Total arsenic and selenium analyses were prepared by refluxing the soil
samples two times with nitric acid, followed by digestion with hydrogen
peroxide and nitric acid. Nickel nitrate was added to the digested samples
prior to analyses by atomic absorption, using the heated graphite atomizer
and electrodeless discharge lamps.
Nitrogen (inorganic)--Because ammonia, nitrate, and nitrite nitrogen
readily change form in soil, these parameters were summed to obtain inorganic
nitrogen values. Ammonia, nitrate, and nitrite nitrogen were determined by
the following methods:
Ammonia nitrogen was determined after extracting air-dried soil with 2 N
potassium chloride by shaking on a rotary shaker for two hours. Samples were
allowed to sit for 30 minutes before being analyzed for ammonia with an
ammonia electrode. The probe was immersed in the sample, followed by the
addition of sodium hydroxide to raise the pH. Ammonia concentration was
determined from a standard curve prepared from serially diluted standards of
a 1,000 mg/L ammonium chloride stock solution (Orion, IM, 1975a, and Black,
1965).
For the nitrate and nitrite nitrogen determination, potassium chloride
(2 N) was used to extract the ammonia, nitrate, and nitrite from the air-
dried soil by shaking together for one hour. The suspension was filtered
through Whatman No. 4 filter paper. The pH was adjusted between 11 and 14
with 10 N sodium hydroxide. At least half the volume of the filtrate was
evaporated by boiling, to drive off all ammonia nitrogen. After cooling and
adjusting the filtrate to the original volume, concentrated sulfuric acid and
Devarda's alloy were added. Samples were placed in a 70 C water bath for
two hours for reduction of nitrate and nitrite to ammonia. Ammonia concen-
trations of the solutions were measured with an ammonia electrode after
addition of sodium hydroxide. Ammonia concentration was determined from a
standard curve prepared from serially diluted standards of a 1,000 mg/L
ammonium chloride stock solution (Orion IM, 1975b; Orion IM, 1976c; and
Black, 1965).
Nitrogen (organic)--Air-dried soil was digested with concentrated sul-
furic acid, potassium sulfate, cupric sulfate, and selenium. The solutions
were evaporated for 30 minutes past the disappearance of sulfurous acid
fumes. Samples were diluted, neutralized with sodium hydroxide, and analyzed
with an ammonia electrode. Ammonia concentration was determined from a
standard curve prepared from serially diluted standards of a 1,000 mg/L
ammonium chloride stock solution (Orion IM, 1975a; Bremner, 1972; and
Black, 1965).
Pesticides--Soil samples were air-dried, mixed with Celite, and Soxhlet
extracted for 12 hours with hexane: acetone (41:59 v/v). The extracts
were then shaken in a separatory funnel with a saturated sodium chloride
42
-------
solution and extracted with hexane. The extracts were washed twice with a
saturated sodium chloride solution. The hexane phase was dried with anhy-
drous sodium sulfate. Unless further purification was necessary, the samples
were ready for gas chromatographic analyses (Williams, 1968).
_p_H_--The soil was air-dried and pulverized by mortar and pestle before
samples were analyzed. Twenty-five ml of distilled water per gram of soil
was added and the mixture stirred. The hydrogen ion concentration (pH) was
measured while the sample was mixing (Black, 1965).
Phosphorus (available)--Samples of air-dried soil were extracted with
0.03 N ammonium fluoride and 0.025 N hydrochloric acid by shaking for one
minute. The extract was filtered through Whatman No. 42 filter paper and the
pH adjusted to 7.0 +_ 0.2 with sodium hydroxide. Color reagent (mixture of
antimony potassium tartrate, ammonium molybdate, and ascorbic acid) was
added, and the absorbance was read at 640 nm with a spectrophotometer (APHA,
1976, and Black, 1965).
Phosphorus (total)--Air-dried soil samples were digested with 6 percent
perchloric acid in a flask. Samples were boiled until the dark color due to
organic matter disappeared. An aliquot was adjusted to pH 7.0 +_ 0.2 with
sodium hydroxide, followed by the addition of color reagent. After color
development, absorbance was measured on a spectrophotometer at 640 nm (APHAS
1976, and Black, 1965).
Sulfur (total)--Su1fate sulfur and organic sulfur were combined to ob-
tain total sulfur values.
For the determination of sulfate sulfur, monobasic calcium phosphate was
added to air-dried soil samples and shaken for 12 hours, followed by filter-
ing through a Gooch crucible fitted with a glass fiber filter. An aliquot of
filtrate, gum acacia solution, and hydrochloric acid was mixed with barium
chloride crystals. Absorbance was measured at 420 nm on a spectrophotometer.
The concentration of sulfur in the samples was determined from a standard
curve prepared from serially diluted standards of a stock sulfate solution
(Black, 1965).
The residue in the Gooch crucible from the sulfate sulfur determination
was used for organic sulfur analyses. After drying at 103 C, sodium bicar-
bonate was mixed with the soil and added uniformly as a surface layer. After
ignition at 500 C for three hours the sample was extracted and analyzed as
described for sulfate sulfur (Black, 1965).
Methodology Problems and Modification^
As indicated previously, certain difficulties in analyses were experi-
enced in using the standard" methods. The following sections discuss the
problems encountered in the water and soil analyses and indicate the
modifications that were employed in an attempt to obtain measurements of the
parameters involved in the study. Table 7 summarized the modifications for
field methods for each of the sampling rounds during the study.
43
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The problems and modifications are mentioned for two reasons. First,
for time-critical parameters, it may be the explanation for missing data for
certain samples. If the method was known to be faulty, the data were deleted
from the data tabulation shown in Appendix B. Second, certain analytical
procedures were modified to obtain accurate results for the types of samples
encountered in this study. These modifications are reported for the benefit
of future investigators for similar type studies. Also, it was deemed valu-
able to report those cases when certain new analytical tools did not conform
to the manufacturer's claims.
Water Analyses
Calcium--Initial review of calcium data indicated low values were being
generated. Spiked samples indicated low recoveries. Therefore, all samples
were repeated and were run by the method of standard addition. Excellent
recoveries were obtained; therefore, all calcium data are valid.
Chemical oxygen demandResults from some of the early field samples
stimulated questions concerning the procedure being used. Extensive spiking
and duplication of samples showed no methodology problems and no reason for
the anomalous data.
ChlorideThe initial problem was a faulty electrode. Later problems
involved matrix interferences. The probe method was replaced by mercuric
nitrate titrations as listed in the EPA methods manual (USEPA, 1974).
MetalsData from several metals appeared anomalous at some time during
the analyses. A malfunctioning atomic absorption (AA) was initially a prob-
lem. Failures included several faulty hollow cathode lamps, a faulty printed
circuit board in the photomultiplier, an out-of-tolerance nebulizer, and
numerous graphite rods (cuvettes) that had been manufactured without meeting
specifications. Analyses in question were repeated, using an operational
instrument. All metal analyses reported are considered valid data.
Nitrate nitrogenThe nitrate probe was used according to the manufac-
turer's directions with success for some samples, but problems were encoun-
tered with other samples. Discussions with the manufacturer resulted in new
filling solutions for the probe and different ionic strength adjuster solu-
tions to aid in reducing interferences. Some faulty probes were also discov-
ered during the analyses. Although the probe method was abandoned during
round two sampling, nitrate values obtained by the probe were comparable to
Cd reduction method values, and data were thus considered valid.
Organic nitrogenThe EPA method was modified initially by using the
ammonia probe instead of distilling the ammonia and titrating. It was dis-
covered later that the temperature of the solutions measured with the elec-
trode varied markedly, depending on the amount of acid in the solutions.
This temperature variation affected the probe adversely; thus, it was found
necessary to partially neutralize samples to about pH 5, cool to room tem-
perature, then add the remainder of the base and measure the ammonia with the
probe. Several items concealed this problem initially. Three electrode
failures were experienced, and thus questionable data were attributed to
this. It was also discovered that mercuric ions in the digesting reagent
44
-------
were not releasing the ammonium during analyses.
Soil Analyses--
Inorganic nitrogenNitrate + nitrite nitrogen was determined initially
according to the ASOA method, with the exception that steam distillation of
ammonia was replaced by the use of the ammonia probe. Spiked samples indi-
cated that reduction of nitrate and nitrite was limited and that the method
was underestimating the concentrations of nitrate and nitrite nitrogen.
After much experimentation, it was discovered that the Devarda alloy would
not reduce NO., and N02 to NHL without the addition of a proton donor. Satis-
factory results were obtained by adding small amounts (<1 ml) of concentrated
H2S04.
Organic nitrogen (total)--The method as described by Bremner and Tabata-
bai (1972) was followed initially. The temperature interference described
for the organic nitrogen procedure for water samples was initially a problem
for soil samples. Partial neutralization followed by cooling solved the
difficulty of obtaining accurate results.
DATA EVALUATION PLAN
General background data about the site including geology, hydrogeology,
soils, climate, and other relevant information have previously been pre-
sented.
Data collected at the field site from wells, effluent samples, and
soils were transmitted to the laboratory for collation and computer tabu-
lation. Additional analytical procedures at the laboratory provided data on
many parameters, which were integrated with field data. Appendix B pro-
vides complete data tables for all parameters that had reliable, internally
consistent results. In some instances columns of data were combined, such as
ammonium and nitrate-nitrite nitrogen, if analytical procedures indicated
that individual parameters might overlap.
In the Results and Discussion section the critical resource values of
water and soils are compared for the test and control sites.
The evaluation of the results of water analyses is presented in three
parts- effluent, surface runoff, and groundwater. In each part the results
are discussed in relation to such site characteristics as hydrology, renova-
tion performance of the soil, or quality of the groundwater. In addition,
some projections are attempted for long-term loadings of critical parameters
contained in the wastewater.
For soils the results that merited discussion include P, N, and selected
heavy metals. Although values were obtained for many other parameters, the
differences between control and test sites were generally within the range of
variability expected for any one soil site.
Finally, the possible adverse health effects associated with fecal and
total coliform bacteria were investigated in water samples.
45
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SECTION 7
RESULTS AND DISCUSSION
Samples collected in the field were identified by a code number that was
used on all data tables and graphs as well as in the narrative sections where
individual sample results are discussed. The wells at the Milton site were
coded according to a five-digit number. The first digit (3) referred to the
Milton site; the second digit indicated whether the sample was from a control
(1) or test (2) site; the third and fourth digits indicated the sample well
number (01 to 20); the fifth digit was always 0.
The well water samples were numbered using a six-digit code. The first
four digits indicated the well and location, while the last two digits indi-
cated the sampling roundfirst digit: 3 - Milton; second digit: 1 - con-
trol site wells, 2 - test site wells; third and fourth digits: 01 to 20 -
well numbers, 21 - existing domestic well, 44 - stormwater basin, 45 - efflu-
ent infiltration lagoon, 46 - treatment plant effluent, 60 - municipal water;
fifth and sixth digits: 01 - sample collected first round (October 5-7,
1976), 02-- sample collected second round (November 15-17, 1976), 03 - sample
collected third round (April 7-10, 1977), 04 - sample collected fourth round
(June 21-23, 1977).
Soil samples were similarly coded except that the third digit was always
4, indicating drive core samples. The fourth and fifth digits indicated the
well location where samples were taken, and the sixth digit indicated the
relative sampling depth (Appendix B).
WATER
General
The Milton wastewater treatment plant produced an effluent for introduc-
tion into the infiltration lagoons that was typical of a secondary effluent.
Laboratory analyses of the effluent were run in October and November, 1976,
and in April and June, 1977, in an attempt to look for seasonal effects. The
results are summarized in Table 8 for effluent sample numbers 324601 through
324604. Also presented in Table 8 are mean values and ranges, determined
statistically using the pooled variances method, of other water samples taken
at the same time as the effluent samples. This table allows for comparison
of water samples from infiltration and stormwater lagoons, the municipal
water supply, and groundwater with those from the treatment plant effluent.
Of the groundwater sampled, only the test site was affected by treatment
plant effluent infiltration and stormwater. Specific sample numbers are
given below:
46
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TABLE 8. SUMMARY OF CONSTITUENT CONCENTRATIONS IN TREATMENT PLANT EFFLUENT, MUNICIPAL WATER SUPPLY.
(mg/L unless noted)
INFILTRATION WATER, AND GROUNDWATER
Treatment Plant
Ffflupnt
Parameter
Dissolved Oxygen
pH (units)
Conductivity
(ymhos/cm)
Total Alkalinity
Dissolved Solids
Suspended Solids
Total Solids
Volatile Suspended
Solids
Biochemical Oxygen
Demand
Chemical Oxygen
Demand
Chloride
Sulfide-S
Total Col i form
(#/100 nt)
Fecal Col i form
( 0/100 ml)
Total Organic C
Dissolved Organic C
Total Organic N
Soluble Organic N
Ammonium-N
Nitrate-N
Total Phosphorus
Soluble Phosphorus
Soluble
Orthophosphate
Sulfate
Range
3.4-4.0
7.5-8.0
1312-1596
382-428
608-866
11-45
630-911
7-36
12.0-52.0
48-112
164-235
<0.1
0-TNTC0
0-TNTC
20-61
13.0-50.0
<0. 1-12.0
<0.1-3.8
10.0-25.6
1.0-12.6
7.1-9.5
6.4-8.5
6.0-8.0
48-54
Mean
3.7a
7.7
1431a
410a
728a
29
757
21
28.0
84a
200a
o.ib
TNTC
TNTC
36
28.0
6.5
1.3
19. Oa
5.3
8.2
7.8a
7.0a
5la
Infiltration
Lagoon
Range Mean
1.4-22.6
7.6-8.9
1307-1509
372-448
568-805
16-33
684-838
4-12
5.0-39.0
49-82
173-227
<0.1
0-TNTC
0-TNTC
13-108
8.0-55.0
<0.1-5.3
<0.1-4.2
13.3-30.2
1.0-10.0
1.0-7.5
0.9-6.8
0.80-6.3
58-61
9.8
8.1
1407a
407a
7213
25
771
9
23. 03
63a
188a
O.lb
TNTC
TNTC
49
27.0
3.4
1.1
19. 2a
3.7
5.4
4.8a
4.2a
593
Stormwater
Lagoon
Range
8.2-16.1
7.4-9.4
139-255
32-96
114-258
5-28
123-283
5-18
6.0-18.0
28-97
4-50
<0.1
0-TNTC
0-TNTC
13-43
12.0-27.0
<0. 1-1.0
0.1-2.0
<0.1-0.8
<0.1-2.6
0.09-4.0
0.07-3.9
<0.01-3.3
5-17
Mean
12r
8.3
197r
64r
154r
17
171r
11
12.0
53
22r
O.lb
TNTC
TNTC
31
19.0
0.5
0.8
0.3r
1.3
2.03r
1.9r
1.6r
llr
Municipal
Supply
Range
4.3-4.4
7.6-8.0
523-655
276-304
329-347
2
331
<1.0
6-12
3-6
1.3
<0.1-0.2
<0.1-0.2
0.5-1.7
<0. 01-0. 04
<0. 01-0. 03
19-25
Mean
4.4
7.8
589
290
338
2
331
<0.1
9
5
1.3
<0.2
<0.2
1.1
<0.03
<0.02
22
Control
Groimdwater
Range
3.2-9.4
7.6-7.9
559-769
216-360
359-472
<0. 1-16.0
3-37
12-39
<0.1
0-100
0
4.0-15.0
<0. 1-1.0
0.1-0.6
4.3-9.6
<0. 01-0. 24
<0. 01-0. 20
35-50
Mean
7.0
7.7
677
282
405
3.9
18.4
23
O.lb
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43
Test
Groundwater
Range
<0.1-3.6
7.2-7.8
1176-1584
265-501
418-793
<1. 0-19.0
10-199
34-216
0.1-1.6
0-TNTC
0-7707
3.0-66.0
<0. 1-7.0
0.1-35.4
<0. 1-10.3
0.04-14.0
0.03-12.0
9-75
nean
1.3
7.5
1278
405
668
4.2
32
149
O.lb
TNTC
258
16.0
1.0
13.7
1.5
4.0
3.8
35
(continued)
-------
TABLE 8. (continued)
Treatment
Plant
Effluent
Parameter
Aluminum
Arsenic (ug/L )
Boron (pg/L)
Cadmium (ug/L)
Calcium
Cobalt (pg/L)
Chromium (pg/L)
Copper (pg/L)
Iron
Lead (pg/L)
Magnesium
Kjnganese
0^ Mercury (pg/L)
Nickel (pg/L)
Potassium
Sodium
Zinc (pg/L)
Selenium (pg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex
tfls/U
Range
<0.1-0.4
<10-18
597-823
<20
58-75
'20-<50
<20-<50
'20-<100
<0.2 -<0.5
<100-<200
35-40
<0.05-<0.10
<0.5-<2.0
<50-<100
9.1-16.0
102-212
<20-242
<10-26
<0.03
14.7-108.0
<0.01
<0.1
<5. 2-147.0
11.5-25.0
Mean
0.3b
11
681a
20b
70
50b
50b
100b
0.5b
200b
37
0.10b
1.0b
100b
14. Oa
147a
78
12
0.03b
41.0
0.01b
O.lb
53.8
16.2
Infi 1 tra tion
1 oqoon
Ranqe
'0.1-0.4
<10-14
475-897
'20
54-80
'20-<50
<20-<50
<20-'100
'0.1-'0.5
<100- 200
33-40
<0.05-'0.10
0.6-<2.0
<50-<100
9.1-16.4
105-181
<20-<50
<10
'0.03
3.0-159.0
<0.01
<0.1
-------
Infiltration lagoon
water
Stormwater lagoon
water
Milton municipal
supply
Control groundwater
Test groundwater
324501 through 324505
324401 through 324404
316002 and 316003
312101 through 312104 and
310602 through 310604
320101
320801
321001
321201
320401
321301
321501
321801
through
through
through
through
through
through
through
through
320104,
320804,
321004,
321204,
320404,
321304,
321504,
321804,
320201
320901
321101
320301
320501
321401
321601
321901
through
through
through
through
through
through
through
320204
320904
321104
320304
320504
321404
321904
Statistical Comparison
A statistical comparison of mean concentrations of various parameters in
the treatment'plant effluent applied to the infiltration lagoons and for the
control site groundwater wells (31060 and 31210) was made at the 0,05 level
of significance using the method of pooled variances. For purposes of the
evaluation, analytical data determined below the limit of detection was arbi-
trarily input at one-half the detection limit value to obtain a mean value.
For this reason, mean values for some parameters were reported lower than
the limit of detection values indicated in Table 8.
The analysis showed significant differences in the mean concentrations
existed for 13 of the 48 parameters analyzed (Table 8). In each case,
except for dissolved oxygen, the parameter mean concentration was greater
in the treatment plant effluent applied to the test site than for the control
site groundwater. Many metal concentrations were consistently below
detection limits in the effluent and control site groundwater. For both
total coliform and fecal coliform, at least one sample value from the treat-
ment plant effluent analyzed too numerous to count (TMTC) and prevented
the statistical comparison of the means for these two parameters with those
of the control site groundwater.
In a statistical comparison of the infiltration lagoon water with con-
trol site groundwater, significant differences at the 0.05 level were also
found to exist for 13 parameters (Table 8). For each of these parameters,
the concentration was greater for the infiltration lagoon water than for the
control site groundwater. As in the previous comparison, mean concentrations
for most metals were below detection limits. For bacteria, at least one
sample of the infiltration lagoon water yielded total coliform and fecal
coliform counts too numerous to count. There was no significant difference
at the 0.05 level for the remaining parameters.
A statistical comparison between stormwater lagoon water and treatment
plant effluent showed 15 parameters were significantly greater in the
49
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treatment plant effluent. Only the dissolved oxygen mean concentration was
found to be significantly greater in the stormwater lagoon water.
Effluent:Consti tuents
Effluent five-day biochemical oxygen demands (BODr) ranged from 12 to 52
mg/L, with an average of 28 mg/L. The range for suspended solids (SS) con-
centrations was 11 to 45 mg/L with an average of 29 mg/L. The highest BODr
and SS concentrations were observed in the June, 1977, sampling, which was
somewhat unusual inasmuch as most treatment plants improve treatment perform-
ance during warm seasons. However, as this was a sampling composited over a
single day, it is not possible to conclude that there was any overall season-
al trend.
The chemical oxygen demand (COD) concentration was in a normal range of
48 to 112 mg/L with an average of 84 mg/L. This range and average correlated
well with the BODr concentrations, which were generally one-third the COD
concentrations for secondary effluent. The October, 1976, and June, 1977,
COD concentrations were both at the high end of the range at 112 mg/L. The
June result correlated well with the corresponding high June BODr result, but
the October, 1976, result was anomalous since the corresponding BODr was
measured at 12 mg/L.
The ammonium nitrogen concentration was in a range of 10.0 to 25.6 mg/L
with an average of 19.0 mg/L. Nitrate nitrogen concentrations ranged from>
1.0 to 12.6 mg/L with an average of 5.3 mg/L. Total organic nitrogen concen-
trations ranged from <0.1 to 12.0 mg/L with an average in the range of 6.5
mg/L. When the ammonium concentration in the October, 1976, sample was low
at 10 mg/L, the nitrate nitrogen was correspondingly high at 12.6 mg/L. To-
tal nitrogen was the sum of total organic nitrogen or soluble organic nitro-
gen if the total value was unavailable, plus ammonia and nitrate nitrogen.
Total nitrogen concentration for Milton effluent ranged from 11.1 mg/L to
50.2 mg/L with the higher total nitrogen concentrations correlating with the
samples with higher total organic nitrogen and higher observed SS concentra-
tions. These nitrogen characteristics, individually and collectively, were
typical'Of a secondary effluent produced by an activated sludge treatment
process.
Concentrations of total phosphorus were in the range of 7.10 to 9.50
mg/L with an average of 8.20 mg/L. Soluble phosphorus and soluble orthophos-
phate .concentrations were predictably less with ranges of 6.40 to 8.50 and
6.00 to 8.00 mg/L and averages of 7.80 and 7.00 mg/L, respectively. There
were no significant variations between samplings, and the results were typi-
cal for secondary effluents.
Sodium, boron, potassium, sulfate, chloride, and dissolved solids showed
a marked increase in concentration in the treatment plant effluent as com-
pared with the municipal water supply. For example, the Milton municipal
supply had a measured chloride concentration in the range of 3 to 6 mg/L and
an average of 5 mg/L, while the Milton effluent had a chloride concentration
range of 164 to 235 mg/L and an average of 200 mg/L. This was normal for a
municipal secondary effluent, as was the increase in dissolved solids from
50
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an average 338 mg/L in the municipal supply to 728 mg/L in the treatment
plant effluent.
Among the indicator pesticides and herbicides, lindane and 2,4-D were
the only parameters showing higher concentrations in the effluent as con-
trasted with the municipal supply. Lindane and 254-D concentrations in the
effluent ranged from 14.7 to 108.0 and <5.2 to 147.0 ng/L, with an average of
41.0 and 53.8 ng/L, respectively. Municipal water supply concentrations were
in the range of <0.2 to 0.5 and 11.2 to 17.7 ng/L with averages of <0.4 and
14.5 ng/L, respectively. The stormwater lagoon concentration of lindane
ranged from 1.0 to 124.0 ng/L with an average of 35.6 ng/L. All of the re-
ported values for the municipal supply, treatment plant effluent, and storm-
water lagoon are substantially less than the recommended maximum contaminant
levels for lindane and 2,4-D of 4,000 and 100,000 ng/L, respectively, in the
National Interim Primary Drinking Water Regulations.
Overall observations that could be made concerning the Milton treatment
plant effluent were: (1) virtually all parameters were typical of secondary
effluent from an activated sludge treatment plant with increased concentra-
tions of BODc, SS, COD, nitrogen, phosphorus, sodium, boron, potassium, sul-
fate, chloride, and dissolved solids when compared with the Milton municipal
supply water; and (2) lindane and 2,4-D were identified at above-background
levels and with maximum observed concentrations of 108 and 147 ng/L3 respec-
tively.
Infiltration Lagoon Constituents
As a method of effluent treatment and disposal, the City of Milton has
been using continuously flooded infiltration lagoons since 1957. The only
addition other than effluent to the lagoons was surface runoff in close
proximity to the lagoon. Since 1962 there have been three lagoons in series
with a total area in the range of 2,840 m (30,500 ft ) comprising the
infiltration system. With an effluent feed rate in the range of 870,000 to
1,140,000 L/d (230,000 to 300,000 gpd), this corresponded to a lagoon
application as well as an infiltration rate of 0.3 to 0.67 m (1 to 2.2 ft)
per day, depending upon whether all three lagoons were actively infiltrating.
Only the third lagoon, consisting of approximately 1,860 m (20,000 ft ),
was reportedly serviced and maintained in order to guarantee continued
infiltration capability. This would correspond to an infiltration rate of
110 to 244 m (365 to 800 ft) per year- The other two lagoons served only as
settling basins for the removal of suspended solids. For the reported lagoon
depth of 2.4 to 4.6 m (8 to 15 ft), the three cell system provided about
6 to 11 days of temporary surface storage.
The BODr concentration of the infiltration lagoon water varied from 5 to
39 mg/L with an average of 23 mg/L, which was comparable with the average
effluent concentration of 28 mg/L. The November, 1976, lagoon sample had a
measured BODR concentration of 5 mg/L, which was likely incorrect as it was
inconsistent with the observed COD concentration for the same sample. Little
to no reduction of BODr concentrations was observed due to the lagoon reten-
tion time of about 6 to II days.
51
-------
Suspended solids concentrations ranged from 16 to 33 mg/L and averaged
25 mg/L as contrasted with an average applied effluent concentration of 29
mg/L. Again, SS removal was not significantly benefited due to the lagoon
retention time.
Chemical oxygen demand concentrations ranged from 49 to 82 mg/L and
averaged 63 mg/L. When compared with the average COD concentration of the
effluent of 84 mg/L, there was a significant reduction. There could be a
correlation between this 21 mg/L loss of organic constituents and the nitro-
gen loss that was also observed during retention in the lagoons.
Ammonia, organic nitrogen, and nitrate nitrogen in the lagoons ranged
from 13.3 to 30.2, from <0.1 to 5.3, and from 1.0 to 10.0 mg/L with averages
of 19.2, 3.4, and 3.7 mg/L, respectively. Total nitrogen averaged 26.3 mg/L
as contrasted with 30.8 mg/L in the applied effluent. This 4.5 mg/L nitro-
gen loss was probably due to sedimentation of nitrogen-bearing solids, con-
tributions to algae and aquatic weed growth, and denitrification. Assuming
a denitrification mechanism, a quantity of COD constituent in the range of
19 mg/L would be consumed in the process. This could account for the 21 mg/L
change in COD discussed earlier.
Total phosphorus, soluble phosphorus, and soluble orthophosphate phos-
phorus concentrations ranged from 1 to 7.5, 0.9 to 6.8, and 0.8 to 6.3 mg/L
and averaged 5.4, 4.8, and 4.2 mg/L, respectively. Compared with average
applied effluent concentrations of 8.2, 7.8, and 7.0 mg/L, respectively,
there was a significant decrease in phosphorus concentrations.!! The contrib-
uting mechanisms for this reduction were sedimentation of phosphorus con-
taining solids, the uptake by algae and aquatic weeds, and the contributions
to microbial synthesis. Review of the seasonal effects on phosphorus as well
as other algae-related parameterssuch as nitrogen, suspended,-solids, and
pH--does-not indicate strong algal growth activity, possibly because of the
relatively short retention time. The November, 1976, sample had measured
phosphorus concentrations in the range of 0.9 mg/L. These results were un-
explainably low and either truly anomalous or were incorrect..,
t
Sodium,'boron,-potassium, sulfate, lindane, chloride, and dissolved
solids all passed through the infiltration system relatively unchanged, as
indicated in Table 8. For example, chloride and dissolved solids in the
lagoon ranged in concentrations from 173 to 227 mg/L and from 568 to 805
mg/L, respectively, with averages of 188 and 721, mg/L, respectively.
Corresponding applied effluent average concentrations were 200 and 728 mg/L,
respectively. These parameters were relatively refractory, or resistant to
change, in the lagoon environment.
The 2,4-D concentration ranged from <0.6 to 54.5 ng/L with an average
of 17.5 ng/L. This compared favorably with the average concentration in the
municipal supply and when compared with the average effluent concentration
of 53.8 ng/L, suggests a reduction of 2,4-D concentration during the 6 to 11
days of retention in the lagoons.
The overall observations that could be made concerning the infiltration
lagoon constituents are that: (1) biochemical oxygen demand and suspended
52
-------
solids, although susceptible to change in a lagoon environment, were either
unchanged or in a slightly reduced concentration; (2) chemical oxygen
demand, nitrogen, and phosphorus concentrations were significantly reduced
during the 6 to 11 day retention in the lagoon environment, and the COD and
nitrogen reductions may have been connected through denitrification mecha-
nisms; (3) sodium, boron, potassium, sulfate, lindane, and chloride concen-
trations resisted change in the lagoon environment; and (4) 2,4-D concentra-
tion in the infiltration lagoon was about 33% of that in the plant effluent
and approached the background levels present in the Milton municipal water
supply.
Stormwater Lagoon Constituents
A low-lying basin and marshy area located west of the Milton treatment
plant and consisting of an estimated 7,400 m (80,000 ft ) acts as a storm-
water runoff interceptor and infiltration area. This stormwater lagoon con-
tained a permanent pool that was sampled at the same time as the effluent and
the infiltration lagoon.
The BODr concentrations of the stormwater lagoon varied from 6 to 18
mg/L and averaged 12 mg/L, while the SS concentrations ranged from 5 to
28 mg/L with an average of 17 mg/L. The BOD and SS concentrations observed
in the October, 1976, and June, 1977, samples were in the high ranges for
both parameters. The average concentrations for these parameters, while
greater than the respective concentrations in the Milton municipal water
supply, were considerably less than the respective concentrations in either
the effluent or the infiltration lagoon and were consistent with the concen-
tration ranges encountered in surface runoff.
The COD concentrations varied from 28 to 97 mg/L, with an average of 53
mg/L, as compared with the average infiltration lagoon COD concentration of
63 mg/L. Thus, the COD in the stormwater lagoon was present in nearly the
same concentrations as in the infiltration lagoon. The highest COD concen-
tration was observed in the June, 1977, sample. Inasmuch as all soluble
parameters, including refractory parameters, were measured at relatively
high concentrations at this sampling time, it is possible that evapotranspi-
ration effects contributed to the observed high concentrations.
The ammonium, soluble organic nitrogen, and nitrate nitrogen concentra-
tions ranged from <0.1 to 0.8, 0.1 to 2.0, and <0.1 to 2.6 mg/L, respectively,
and averaged 0.3, 0.8, and 1.3 mg/L, respectively. Total nitrogen averaged
2.4 mg/L, which contrasted with infiltration lagoon average total nitrogen
of 26.3 mg/L. The measured nitrogen constituents were variable during the
four samplings reflecting the variable nature of stormwater runoff reaching
the retention lagoon.
Total phosphorus, soluble phosphorus, and soluble orthophosphate phospho-
rus concentrations ranged from 0.09 to 4.0, 0.07 to 3.9, and <0.01 to 3.3
mg/L, respectively, and averaged 2.0, 1.9, and 1.6 mg/L, respectively. The
corresponding infiltration lagoon average concentrations were 5.4, 4.8, and
4.2 mg/L, respectively; the water in the stormwater retention lagoon had less
than half the phosphorus content of the infiltration lagoon water. Phosphorus
53
-------
concentrations in the stormwater lagoon, consisting primarily of soluble
orthophosphate phosphorus, were in the high concentration ranges during the
October, 1976, and June, 1977, samplings. The colder season samplings
were relatively stripped of all soluble phosphorus. Though the pH reading
of 9.4 taken in June, 1977, suggested that there was algal activity at the
time, the interrelationship of algal activity to the observed phosphorus
and nitrogen concentrations was not obvious from the data.
Sodium, boron, potassium, and chloride were present in concentration
ranges between those measured in the municipal supply and the treatment plant
effluent. This indicated that these parameters occurred in the stormwater
runoff as a result of man's activities on the land. For example, the storm-
water chloride concentrations ranged from 4 to 50 mg/L and averaged 22 mg/L,
while the average municipal water supply and effluent concentrations were
5 and 200 mg/L, respectively.
Sulfate and dissolved solids concentrations ranged from 5 to 17 and 114
to 258 mg/L, with an average of 11 and 154 mg/L, respectively. Comparable
average municipal water supply concentrations were 22 and 338 mg/L, respec-
tively, and comparable effluent average concentrations were 51 and 728 mg/L,
respectively. Thus, the origin of stormwater was indicated by these para-
meters to be precipitation with a relative absence of geochemical contri-
butions, such as hardness, alkalinity, and sulfate. The calcium, magnesium,
and total alkalinity for the stormwater averaged 13, 4, and 64 mg/L, as
opposed to 72, 35, and 290 mg/L, respectively, for the municipal water
supply.
Lindane, 2,4-D, and 2,4,5 TP silvex concentrations were in the ranges
from 1 to 124, 2.6 to 66, and 20.8 to 79.9 ng/L, respectively, and averaged
35.6, 29.0, and 41.9 ng/L, respectively. Comparable average concentrations
in the municipal supply were <0.4, 14.5, and 30.3 ng/L, respectively. The
average 2,4-D and 2,4,5 TP silvex concentrations in the stormwater exceeded
the respective concentrations of 17.5 and 26.7 ng/L in the infiltration
lagoon, seeming to indicate that the source of pesticides and herbicides was
stormwater runoff. Inasmuch as the National Interim Primary Drinking Water
Regulations have recommended maximum contaminant levels for lindane, 2,4-D,
and 2,455 TP silvex of 4,000, 100,000, and 10,000 ng/L, respectively, there
did not appear to be reason for concern.
Overall observations that could be made concerning the stormwater con-
stituents were that: (1) BODr, SS, and nitrogen concentrations were low com-
pared to infiltration lagoon concentrations; (2) COD concentrations were
comparable but slightly less than infiltration lagoon concentrations; (3)
phosphorus concentrations were slightly less than half the concentrations
observed in the infiltration lagoon; (4) sodium, boron, potassium, and chlo-
ride concentrations were markedly less than infiltration lagoon concentra-
tions but greater than municipal supply concentrations, thereby denoting the
contribution of urbanization to stormwater runoff; (5) sulfate and dissolved
solids concentrations were less than infiltration lagoon and municipal supply
concentrations, indicating the origin of stormwater as precipitation and the
absence of geochemical contributions of constituents such as calcium,
magnesium, sulfate, and alkalinity; and (6) lindane, 2,4-D, and 2,4,5 TP
54
-------
si 1 vex were present in above-background concentrations, indicating the
probable source for pesticides and herbicides was stormwater runoff.
Municipal Supply Constituents
The Milton municipal water supply was derived from the bedrock and lime-
stone aquifer underlying the Milton area. Knowledge of water supply constit-
uents was necessary to provide background concentrations that could be com-
pared with concentrations in the treatment plant effluent. The individual
constituent ranges and average concentrations tabulated in Table 8 (page 47)
have been discussed^ in the foregoing discussions of effluent and infiltration
and stormwater lagoon waters.
Groundwater
Groundwater that was affected by infiltration flows from either the in-
filtration lagoons or the stormwater lagoon will, be referred to as test
groundwater, and upgradient groundwater removed from infiltrating flow
interaction will be termed control groundwater.
Infiltrating flows from the infiltration lagoons were projected to enter
the alluvium at a rate of 0.3 to 0.67 m (1 to 2.2 ft) per day. For the pro-
jected alluvium porosity of 20 percent, the resulting groundwater percolation
rate was a minimum of 1.5 to 5m (5 to 15 ft) per day. The saturated zones
in the alluvium underlying the infiltrating effluent and the stormwater were
from 6 to 11 m (20 to 35 ft) and 11 to 12 m (35 to 40 ft) below ground level,
respectively. The minimum unsaturated zone immediately below the deepest
part of the effluent infiltration lagoon was only 2.5 m (8 ft). Control
groundwater saturated zones were a minimum of 15 to 18 m (50 to 60 ft) below
ground level (Table 2).
The saturated zones under both the infiltration and the stormwater
lagoons were somewhat mounded so that groundwater flow traveled away from the
infiltration zones (Figure 6, page 15). The interface or saddle in the
groundwater contours between the two groundwater mounds caused the groundwater
to change direction of flow. The resultant groundwater flow from under the
infiltration lagoons proceeded northwest, north, and northeast, while the
resultant groundwater flow generated by the stormwater lagoon was to the
west, northwest, and north. The northernly resultant flows of groundwater
generated from the groundwater saddle between the infiltration and the
storrnwater lagoons, were a mixture of control groundwater flow from the
south and infiltration and stormwater laaoon flows.
In order to determine the magnitude of such effects, monitoring wells
were installed at the groundwater test sites and an upgradient control area
(Figures 2 and 5, pages 10 and 14). Groundwater samples were taken from these
wells four times during the year of the project.
Using the sample data, comparisons of the mean concentrations of various
parameters in the test and control groundwater were made using statistical
techniques. In general, a comparison consisted of defining the regions of
interest, computing sample parameter means for the regions of interest, and
55
-------
testing for the existence of significant differences in the means at the 0.05
level, using the method of pooled variances.
In the previous comparison (Table 8), mean concentrations for 13 param-
eters of the 48 analyzed were found to be significantly greater in the treat-
ment plant effluent at the test site than in the control groundwater. Simi-
larly, 13 parameters were significantly greater for the infiltration lagoon
water compared to the control groundwater and 15 parameters were significant-
ly greater for the treatment plant effluent compared to the stormwater lagoon
water. In the following discussion, references to these parameters are fre-
quently made in order to trace the relative changes that occurred as the
treatment plant effluent applied to the infiltration lagoons percolated to
the groundwater.
The first analysis compared parameter mean concentrations for test
groundwater in the immediate vicinity of the infiltration lagoons to those
for the control groundwater. Specifically, the test site well numbers were
32010, 32020, 32080, 32090, 32100, 32110, and 32120. The control site wells
were 31060 and 31210. The results are shown in Table 9. Mean concentrations
for conductivity, total alkalinity, dissolved solids, chloride, ammonia, sol-
uble phosphorus, soluble orthophosphate, boron, potassium, and sodium were
found to be significantly greater at the 0.05 level in the test site ground-
water than in the control site groundwater. These parameters were also among
the 13 previously identified as being significantly greater in the treatment
plant effluent, suggesting possible leaching for these parameters. Dissolved
oxygen, pH, and nitrate mean concentrations were found to be significantly
greater in the control groundwater than in the test site groundwater. Also,
concentrations for many of the metals were below the detection limits in the
test site groundwater, which was consistent with the results of the previous
analysis for the treatment plant effluent. For the remaining parameters, no
significant difference at the 0.05 level was found between the test and the
control site groundwaters.
The next two analyses involved arbitrarily dividing the test site ground-
water wells, previously identified, into shallow wells (<55 ft screened depth)
and deep wells (>73 ft screened depth), then comparing each group with the
control site wells. The results of the two analyses are shown in Tables 10
and 11, respectively. The shallow wells were 32010, 32020, 32080, 32090, and
32100. The deep wells were 32110 and 32120. Parameter mean concentrations
for conductivity, total alkalinity, dissolved solids, chloride, ammonia,
soluble phosphorus, soluble orthophosphate, boron, potassium, and sodium were
found to be significantly greater for both the shallow and deep test site
wells than for the control site wells. All 10 of the above parameters were
also significantly greater in the treatment plant effluent, thus 'indicating
the possible leaching of these parameters into both shallow and deep test
site wells. In addition, the mean concentration for arsenic was significantly
greater in the shallow test site wells than in the control site wells.
Dissolved oxygen, pH, and nitrate concentrations were significantly greater
in the control site wells than in either the shallow or the deep test site
wells. Sulfate mean concentration was significantly greater in the control
site wells than in the deep test site wells. As in the previous analyses,
mean concentrations for many of the metals were below detection limits. For
56
-------
TABLE 9. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND CONTROL SITE
GROUNDWATERS (VJELLS IN IMMEDIATE VICINITY OF INFILTRATION LAGOONS)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Sol ids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Coliform (#/100 ml)
Fecal Coliform (#/100 mL)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthop^osphate
Sulfate
Al urn in urn
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
a Test and control sites are significantly
b Average concentrations below detection 1
c TNTC - At least one sample too numerous
Means (mg/L unless noted^
Control
7.0
7.7
677
282
405
3.9
18
23 ,
O.lb
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43
1.0
5
248
20b
84b
50b
50b
100 b
V
200
30 10b
V
100°
2.1
9
628
5 b
0.03°
7.4 b
0.01
0.1
31
76.8
different at
imit indicated
to count.
Test
1 la
7'5a
1379a
427a
703a
5.2
36
179a
0.5
TNTCC
476
18.0
0.7
20. 3a
g
5.92a
5.78a
32 ,
1.0b
33a
628a
20b
71b
50b
50b
100D
2b°
200°
40
0. 29
iboD
100 a
13 5a
135a
254
h
0.03
157.6 b
0.01
0.1
92.4
41.2
the 0.05 level .
57
-------
TABLE 10 MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND CONTROL SITE
GROUNDWATERS (TEST SITE SHALLOW WELLS <55 FEET DEEP)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Solids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Col i form (#/100 mL)
Fecal Coliform (#/100 mL)
Dissolved Organic C
Soluble Organic N
Ammo ni urn -N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Aluminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Cal cium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Means (mg/L
Control
7.0
7.7
677
282
405
3.9
18
23 ,
O.lb
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43 b
1.0°
5
248b
20b
84h
50b
50b
100 b
0,5°
200°
37 b
V
100B
2.1
9
628
5 h
0.03°
7.4 b
O.'l*
31
76.8
unless noted)
Test
1.3s.
7A5
1414d
429°
724a
5.8
40
183
0.6
TNTCC
576
20.9
°'9a
19. 6d
°'9 a
7.59a
7 a5
34 b
1 Ob
15a
663a
20
69,
50b
50b
100b
1 9
200B
38
0.36
2h°
100 a
13, 5a
139d
214
5 h
0.03b
205 ,
0.01b
o.ib
105.5
41.5
.Test and control sites are significantly different at the 0.05 level.
Average concentrations below detection limit indicated.
CTNTC - At least one sample too numerous count.
58
-------
TABLE 11. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND CONTROL SITE
GROUNDWATERS (TEST SITE DEEP WELLS >73 FEET DEEP!
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Solids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Col i form (#/100 ml)
Fecal Col i form (#/100 ml)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Aluminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Means (mg/L
Control
7.0
7.7
677
282
405
3.9
18
23 ,
O.lb
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43 b
1.0°
5
248b
20b
84b
50b
50b
100 b
V
200°
37 b
O.lgb
V
100°
2.1
9
628
5 b
0.03°
o°o b
o!r
31
76.8
unless noted)
Test
0.5a
7.6a
1297a
422a
656a
3.6
26
167a ,
o.ib
634
225
10. 6b
A
22. Oa
0.8a
1.73a
I568a
27 b
1.0°
76a
550a
20D
76b
50b
50°
100°
21
200°
43
0.1J
luO
100°
13,4
125a
349
5
0.03b
56.3 .
O.OJD
0.1
61.3
40.5
a Test and control sites are significantly different at the 0.05 level.
b Average concentrations below detection limit indicated.
59
-------
the remaining parameters, no significant difference at the 0.05 level was
found.
In the next analysis parameter mean concentrations for downgradient test
site wells were compared with those for the control site wells. These shal-
low wells, 32030 and 32040, were located downgradient from the previously
mentioned test site wells. Table 12 indicates that mean concentrations for
conductivity, total alkalinity, dissolved solids, chloride, ammonia, soluble
phosphorus, soluble orthophosphate, arsenic, boron, potassium, and sodium
were significantly greater for the test site downgradient wells than for the
control site wells. With the exception of arsenic, all of the above param-
eters were also found to have significantly greater mean concentrations in
the treatment plant effluent, indicating the possible spread of a pollution
plume at least to the vicinity of these wells. Dissolved oxygen, pH, and
nitrate means were significantly greater in the control site groundwater than
in the downgradient test site groundwater. As with the previous analysis,
most metal concentrations were below detection limits in the downgradient
test site groundwater. No significant difference was found for the remaining
parameters.
The next analysis compared a group of wells immediately beneath the
stormwater lagoon with the test site wells. The stormwater lagoon ground-
water wells were 32130, 32140, 32150, and 32160 and varied in depth from
37 to 95 feet; the test site wells were the same used for Table 8. Results
of the analysis are shown in Table 13. Parameter mean concentrations for
conductivity, total alkalinity, dissolved solids, chloride, ammonia, soluble
phosphorus, soluble orthophosphate, boron, potassium, and sodium were
significantly greater in the test site wells than in the stormwater lagoon
wells. These 10 parameters were also significantly greater in the treatment
plant effluent than in the control groundwater, which suggested possible
dilution from the stormwater if there was comingling during downgradient
movement.
To better define the dilution effect mentioned above, two comparisons
were made between the stormwater lagoon wells and the control site wells.
The first such analysis compared the shallower stormwater wells 32130 and
32160 (37 - 44 ft screened depth) with the control site wells (Table 14).
This analysis determined that parameter mean concentrations for conductivity,
dissolved solids, chloride, ammonia, soluble phosphorus, soluble orthopho-
sphate, potassium, and sodium were significantly greater in the shallow
stormwater wells than in the control site wells. The second analysis com-
pared the deeper stormwater wells 32140 and 32150 (68 - 95 ft screened
depth) with the control groundwater. As shown in Table 15, mean concen-
trations for conductivity, total alkalinity, dissolved solids, chloride,
ammonia, boron, potassium, and sodium were significantly greater at the 0.05
level in the deeper stormwater wells than in the control groundwater wells.
All the above parameters were previously found to occur at significantly
greater concentrations in the treatment plant effluent than in the control
site groundwater.
These comparisons show that the groundwater beneath the stormwater
lagoon contained the same parameters found in the effluent at significantly
60
-------
TABLE 12. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND CONTROL SITE
GROUNDWATERS (TEST SITE DQWNGRADIENT SHALLOW WELLS <38 FEET DEEP)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Solids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Coliform (#/100 ml)
Fecal Coliform (#/100 mL)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Aluminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Means (mg/L
Control
7.0
7.7
677
282
405
3.9
18
23 K
O.lb
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43a ,
1.0b
5
248
20b
84
50b
50b
100 b
°b5
200°
37 b
O.lgb
V
100D
2.1
9
628
5 b
0.03°
1A b
0.01
o.r
31
76.8
unless noted)
Test
1.8a
7 R
11673
391a
640a
1.8
29
116a ,
o.ib
TNTCC
200
16.9
1.9
6.9a
1.8a
2.90a
2.76a
48 .
K0b
24a
550a
20b
68,
50b
50b
100 b
°b5
200°
36
0.9g
2b°
100 a
9a°
113a
238
5 b
0.03°
3'9 b
0.01
o.r
23.6
38.6
a Test and control sites are significantly different at the 0.05 level.
Average concentrations below detection limit indicated.
- At least one sample too numerous to count.
61
-------
TABLE 13. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND STORMWATER
LAGOON SITE GROUNDWATERS (HELLS IMMEDIATELY BENEATH STORMUATER LAGOON)
Means (mg/L unless noted)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Solids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chi oride
Sulfide-S
Total Coli form (#/100 mL)
Fecal Coli form (#/100 mL)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Al uminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Stormwater Lagoon Wells
0.6
7.5
1119
385
582
4.6
35
111 b
o.ib
TNTCC
0
13.2
1.2
8.3
1.8
1.41
1.26
25
1.0
8
459.
20b
68,
50b
50b
100°
1*8
200°
35
0.84
1,0°
ioob
11.2
92
179
5 ,
0.03°
101.3 ,
0.01°
O.lft
47.4
29.2
Test Site
1.1
7a5
1379a
3
703a
5.1
36a
179a
0.5
TNTC
476
18.0
°'7a
20. 3a
0.8a
5.92a
5.78a
32 ,
K
1.0b
33
628a
20b
~l\
50b
50b
100b
2.0
200°
40
0.29a
iho6
100°
13,5a
135a
254
5 ,
0.03°
157.6 ,
0.01b
0.1
92^4
41.2
Test and control sites are
Average concentrations be!
c TNTC - At least one sample
significantly different at the 0.05
ow detection limit indicated.
too numerous to count.
level .
62
-------
TABLE 14. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND
CONTROL SITE GROUNDWATERS (STORMWATER LAGOON SHALLOW WELLS)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Sol ids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Col i form (#/100 ml)
Fecal Coliform (#/100 mL)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Aluminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Means
Control
7.0
7.7
677
282
405
3.9
18
23 ,
n
o.ib
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43 b
1.0°
5
248
20b
84b
50b
50b
100 b
0 5D
200°
37 b
O.ljf
I/
100°
2.1
9
628
5 b
0.03°
7.4
°-°i
o.r
31
76.8
(mg/L unless noted)
Stormwater Lagoon Wells
0.99.
7 5a
A
1064a
337 ,
579a
2.3
44
108a ,
hi
O.lb
TNTCC
0
12.5
0.8
3.7a
3-2 a
3.46a
3,12a
31
b
1.0°
13
453b
20D
69b
50b
50b
100°
22
200°
36
1.9g
it,0
100
9a6
79a
107
« h
0.03
65.8 b
°'%
0.1
79.2
33.2
a Test and control sites are significantly different at the 0.05 level.
D Average concentrations below detection limit indicated.
c TNTC - At least one sample too numerous to count.
63
-------
TABLE 15. MEAN CONCENTRATIONS OF PARAMETERS IN TEST AND CONTROL
SITE GRQUNDWATERS (STORMHATER LAGOON DEEP WELLS)
Parameter
Dissolved Oxygen
pH (units)
Conductivity (ymhos/cm)
Total Alkalinity
Dissolved Solids
Biochemical Oxygen Demand
Chemical Oxygen Demand
Chloride
Sulfide-S
Total Coliform (#/100 nt)
Fecal Coliform (#/100 ml)
Dissolved Organic C
Soluble Organic N
Ammonium-N
Nitrate-N
Soluble Phosphorus
Soluble Orthophosphate
Sulfate
Al uminum
Arsenic (yg/L)
Boron (yg/L)
Cadmium (yg/L)
Calcium
Cobalt (yg/L)
Chromium (yg/L)
Copper (yg/L)
Iron
Lead (yg/L)
Magnesium
Manganese
Mercury (yg/L)
Nickel (yg/L)
Potassium
Sodium
Zinc (yg/L)
Selenium (yg/L)
Endrin (ng/L)
Lindane (ng/L)
Methoxychlor (ng/L)
Toxaphene (ng/L)
2,4-D (ng/L)
2,4,5 TP Silvex (ng/L)
Means
Control
7.0
7.7
677
282
405
3.9
18
23 b
o.r
17
0
11.0
0.5
0.2
6.7
0.08
0.05
43 ,
1.0b
5
248,
20b
84K
50b
50b
100 h
0 5
200b
37 ,
0.10b
1..0
100
2.1
9
628
5 ,
0.03°
7.4 ,
o.or
o.ib
31
76.8
(mg/L unless noted)
Stormwater Lagoon Wells
0.5a
7a5
1153a
418a
583
5.8
29a
113 b
f\ 1
TNTIT
0
13.8
1.4
12. 4a
0.8a
0.13
0.10
22
1.1
5
463?
20b
67
50?
50b
100°
1..6
200b
34
0.18
2,.0D
100b
12, 2a
101a
224
5 ,
0.03°
123.4 ,
0.01b
o.ib
27.6
26.8
Test and control sites are significantly different at the 0.05 level.
Average concentrations below detection limit indicated.
TNTC - At least one sample too numerous to count.
64
-------
higher concentrations than found in the control groundwater yet at signifi-
cantly lower concentrations than found beneath the infiltration lagoon.
This shows that the infiltrated effluent is moving beneath the stormwater
lagoon while being diluted from other sources. The most obvious source of
dilution is the infiltrating stormwater. However, other wells'downgradient
from the stormwater and infiltration lagoons could also be receiving
dilution from control groundwater.
The salient groundwater quality parameters that differentiated the test
and control sites are discussed in more detail in the following paragraphs.
In all cases, these parameters were contained in the infiltrated waters at
concentrations markedly greater than those in incident precipitation. Fig-
ures 10 through 25 show values for all test site wells but only control site
well 31060. The ranges and means for both control wells are shown in
Table 8. The complete list and data for groundwater quality parameters are
tabulated in Appendix B.
Nitrogen--
Ammonium nitrogen concentrations ranged from 0.1 to 35.4 and averaged
13.7 mg/L for test groundwater, as contrasted with a range of 0.1 to 0.6 and
an average of 0.2 mg/L for control groundwater (Figure 10). No correlations
were found between concentrations, depth, and season of year. A possible
correlation of'dilution with distance, as projected from tracer parameters
such as chloride, plus the loss of nitrogen due to denitrification seems to
best explain the data. For example, the average concentration of 6.9 mg/L
at shallow perimeter wells 32030 and 32040 (Table 12) as compared to the
average concentration of the test site shallow wells (Table 10) of 19.6 mg/L
can be reasonably explained as dilution and denitrification. These wells,
located 50 m (164 ft) downgradient from the infiltration lagoon, were
unaffected by the groundwater flow from the stormwater lagoon and were the
most representative samples of the infiltrated effluent downgradient from
the lagoons. The reduction in ammonia concentration indicated considerable
denitrification occurred near the top of the groundwater table. However,
examination of the chloride concentrations of these wells also indicated
seasonal dilution.
Soluble organic nitrogen concentrations ranged from <0.1 to 7.0 mg/L and
averaged 1.0 mg/L for test groundwater, which contrasted with the range of
<0.1 to 1.0 mg/L and an average of 0.5 mg/L for control groundwater (Figure
11). There were no observable trends with respect to depth or time of year.
No other correlations could be established.
Nitrate nitrogen concentrations ranged from <0.1 to 10.3 mg/L and aver-
aged 1.5 mg/L for test groundwater, as opposed to a range of 4.3 to 9.6 mg/L
and an average of 6.7 mg/L for control groundwater (Figure 12). There were
no observable trends with depth. Concentrations were generally in the lowest
range during the April and June, 1977, samplings. The data were variable,
and no other trends were observed. Nitrogen constituents in large quantities
were apparently penetrating the groundwater under the infiltration lagoons.
Tracer observations indicated that the infiltration lagoon was probably
contributing to deeper groundwater flows under the stormwater lagoon. This
possibly explained (1) the presence of higher total nitrogen concentrations
65
-------
OCT. , 1976
Up»tr«ai» Control
N A
64-70
NOU.I976
Up»»rs«llH Ceffltrei
0.1
S4-70
APRIL, 1977
JUNE ,1977
6-9
7.0
9.2
64-70
0 100 200
0 50 WO
I ii -4 m
SCALE
Mean Value of parameter,mg/L
Screen deptft (in feet)
NA- ^k»f Avoilobte
Upstream Control Sits Not To Seals
Figure 10. Test site groundwoter constituent^omrnoniu£n
66
-------
OCT. ,1976
Upstream Control
84-70
NOTE: No data available this date
NOV. 1976
APRIL,1977
JUNE ,1977
<0.1
Q IOO TOO
O 30 K30
I i i ^ m«t»r»
SCALE-
Mean Volufi of porometer.mg/i,
Screen depfli (in fgeO
NA- Not Awailabte
Upstream Control Site Not To Seals
Figure II. Test site groundwQter constituents- soluble organic nitrogen.
67
-------
OCT. , 1976
NOV.I9T6
\ -
d rsFsr-
Upstream Control
9.6
64-70
APRIL, 1977
JUNE , 1977
3.3
64- TO
SCALE
Meon Value of parameter,mg/L
Screen depth (in feet)
NA- Not Available
Upstream Control Site Not To Scale
Figure 12. Test site groundwater constituents-nitrate nitrogen
68
-------
in deeper wells 32140 and 32150 as opposed to 32130 and (2) the relatively
high total nitrogen concentrations in well 32190. The stormwater was not
the likely source for these concentrations because of the low nitrogen con-
centration observed in the stormwater lagoon.
The average total nitrogen concentration applied to the infiltration
lagoons was 26.3 mg/L, while the average total nitrogen concentration
measured in the test groundwater was 16.5 mg/L (Table 8). The average
concentration of COD applied to the infiltration lagoon was 63 mg/L and that
observed in the test groundwater was 32 mg/L. The change in total nitrogen
concentration observed was approximately 10 mg/L, while a 31 mg/L concen-
tration change was observed for COD. In the denitrification process, at
least four times as much COD material must be consumed in order for a given
amount of nitrate nitrogen to be converted to nitrogen. Possibly the 31 mg/L
loss of COD constituents could be attributed to the denitrification process.
An estimate of the total nitrogen leaving the site via the groundwater
can be obtained from the average concentration of all the perimeter wells.
This includes shallow wells 32030, 32040, 32050, 32130, 32180, and 32190
and deep wells 32140 and 32150. The shallow wells have average concentra-
tions of 7.3 mg/L ammonia nitrogen, 1.2 mg/L soluble organic nitrogen,
2.5 mg/L nitrate nitrogen and 11.0 mg/L total nitrogen compared to 12.4,
1.4, 0.8 and 14.6 mg/L, respectively, for the deep wells. The wells are
located from 50 to 280 m (164 to 918 ft) downgradient and have a combined
total nitrogen concentration of 12.0 mg/L.
The actual renovation of the applied wastewater requires consideration
of any dilution which may be occurring at the above wells from groundwater
(control) inflow or stormwater infiltration. If it is assumed that chloride
moves through the system unchanged, then this parameter can be used as a
tracer to estimate the amount of infiltrated wastewater contributed to a
particular well or group of wells. The average chloride concentration in
the infiltration lagoon was 188 mg/L and the average concentration of the
eight perimeter wells was 128 mg/L. Since the average chloride concentrations
in the control groundwater and the stormwater were essentially the same at
23 and 22 mg/L, respectively, it was not necessary to know the individual
flow components from these sources in order to calculate the dilution.
The dilution effect can then be calculated from the following equations:
CAQA H- CBQB = CCQC
and
QA + QB = %
where: Cfl = Concentration in infiltrated effluent
Q? = Flow attributed to infiltrated effluent
Cp = Concentration in control groundwater and stormwater
Qg = Flow attributed to control groundwater and stormwater
Cp = Concentration in perimeter wells
QP = Total groundwater flow at perimeter wells
69
-------
Solving: Cr - CR
QA =(r r> Qc
A L L L
QC = °-636 QC
Thus, approximately 64 percent of the flow monitored at the perimeter wells
was attributable to the infiltration lagoon while the remaining 36 percent
was dilution from the stormwater and the control groundwater.
Since the mix of the dilution water is unknown, some additional
assumptions are necessary to estimate the percent of applied total nitrogen
passing the perimeter wells. If the dilution flow component contained no
nitrogen, then the concentration of the infiltrated effluent at the perimeter
wells would be 12.0 mg/L divided by 0.64 or 18.8 mg/L which represents 71 per-
cent of the applied total nitrogen concentration. If the dilution is all
from the control groundwater which has a total nitrogen concentration of
7.4 mg/L, then the above equations can be used to determine the total nitro-
gen concentration of the renovated effluent at the perimeter wells as follows:
CA (0.64 Qc) + 7.4 (0.036 QC) - 12.0 QC
Cfl = ±^± =14.6 mg/L
A 0.64 MC
This represents 55 percent of the applied total nitrogen concentration.
The last assumption can be that all dilution is from the stormwater
lagoon. The stormwater had a total nitrogen concentration of 2.4 mg/L. From
the previous equations, it was calculated that 63 (55 to 71) percent or
1.5 mg/L reaches the perimeter wells. Under these conditions the total
nitrogen concentration of the renovated effluent at the perimeter wells
is calculated, as above, to be 17.9 mg/L or 68 percent of the applied con-
centration. Hence, approximately 62 (55 to 68) percent of the applied total
nitrogen was passing wells located from 50 to 280 m (164 to 918 ft) down-
gradient.
It should be noted, that as discussed elsewhere, most of the flow
away from the infiltration lagoon is moving through a more permeable zone
near the top of the water table which is monitored by the shallow wells.
While a separate evaluation of the shallow perimeter wells would indicate
more nitrogen removal within this zone, these calculations were not included
because of (~ne unknown deep and shallow flow components.
The nitrate and organic nitrogen concentrations migrating with the
groundwater from the infiltration sites would generally not exceed any water
quality standards' The ammonium nitrogen concentrations, however, exceeded
safe standards for aquatic life.
70
-------
Chemical Oxygen Demand--
The COD concentrations of the test and control groundwater ranged from
4 to 199 mg/L and 3 to 37 mg/L with an average of 32 mg/L and 18 mg/L, re-
spectively (Figure 13 and Appendix B). A gradient in COD concentration with
distance from the infiltration source was indicated, irrespective of dilution
effects (Figure 14).
The data in Figure 13 show that, with the exception of the October,
1976, sampling, the COD concentrations in the groundwater in the perimeter
wells were within the range measured in tie control groundwater.
Potassium, Sodium, Boron, Chloride, Dissolved Solids--
Potassium, sodium, boron, chloride, and dissolved solids remained rela-
tively unchanged when passed through the infiltration lagoons, through the
alluvium, and into the groundwater. Inasmuch as the concentrations for these
parameters in the infiltration water were quite different from those of the
control groundwater or stormwater, any of these parameters could be used as
inert tracers to determine the percent contribution of infiltration flow to a
particular groundwater flow.
Chloride and dissolved solids, for example, had test groundwater concen-
trations ranging from 34 to 216 mg/L and 418 to 813 mg/L, with average con-
centrations of 149 and 668 mg/L, respectively. Comparable control ground-
water concentrations ranged from 12 to 39 mg/L and 359 to 472 mg/L, and
average concentrations were 23 and 405 mg/L, respectively (Figures 15
and 16).
Phosphorus--
The soluble phosphorus and soluble orthophosphate phosphorus concentra-
tions in the test groundwater ranged from 0.04 to 14 mg/L and 0.03 to 12
mg/L, with average concentrations of 4.0 and 3.8 mg/L, respectively. Com-
parable control groundwater concentrations ranged from <0.01 to 0.24 mg/L and
'<0.01 to 0.20 mg/L, with average concentrations of 0.08 and 0.05 mg/L,
respectively (Figures 17 and 18). Phosphorus concentrations displayed a
gradient with distance from the infiltration source (Figure 14).
Phosphorus concentrations in wells 32120, 32140, and 32150 were observed
to be much lower than in other test site wells. It was hypothesized that,
although tracer observations indicated infiltration lagoon influence was
strong at these wells of low concentration, by comprising 50 to 75 percent of
the flow, the total flow was reduced because of the relative depth and place-
ment of the wells within a less permeable zone. Thus, the phosphorus removal
capabilities of the intervening alluvium were preserved. By contrast3 the
measured results at the other monitoring wells in the test groundwater
indicated that the major phosphorus removal capability of the intervening
alluvium material had been expended due to years of infiltrating flows.
Apparently the downgradient alluvium sediments beyond the monitored test
groundwater area were providing the phosphorus removal typical of a rapid
infiltration system. The soluble phosphorus was observed to be virtually
all orthophosphate phosphorus and thus potentially adsorbable on the cation
sites in the alluvial sediments.
71
-------
OCT. ,1976
84-70
NOV.I9T6
6 152-37'"
O
64-70
APRIL , 1977
JUNE ,1977
Upstream Control 37
"S4--
0 IOO ZOO
0 50 IOO
I . I
111 3 m
SCALE
Mean Value of parameter,mg/L
Screen depth (in feet)
NA- Not Available
Upstream Control Site Not To Scale
Rgure 13. Test site groundwater constituents-C 0 D.
72
-------
80-,
70.
_i
^ 60.
E
§ 50.
c 40.
a)
o
<§ 30.
Q
O
o 20.
10.
o
COD
CO
_, 7J
e»
E 6.
o
'o f,
I ^
O
f
Q.
V>
O
£L
a.
WELL NO.
32080
32050 32030
SOLUBLE PHOSPHORUS
32040
on dilution
i based
n ^.
average
i
^
WELL NO. 32080 32050
I 47m Northwest _J
32030
32040
51m North
55m Northeast
1 DIRECTION OF TRAVEL
Figure 14. COD and soluble phosphorus gradient with trowel from the Infiltration lagoon source.
-------
OCT. , 1976
64-70
NOV.I9T6
64-70
APRIL, 1977
JUNE , 1977
Upstream Control 23
S4-70
0 IOO 2OO
0 50 100
lii I m
SCALE
Mean Value of parameter,mg/L
Screen deptli (in feel)
N
NA- Not Available
Upstream Control Site Not To Scale
Rgure 15. Test site groundwater constituents-chloride..
74
-------
Upatraam Control -.31
64- TO
o 100200
0 50 IOO
1 i- i ^ maters
SCALE
Mean Value of parameter,mg/L
Screen di"pii» (in feef)
N A- Not Available
Upstream Control Site Not To Scale
Figure 16. Test site ground-wafer constituents-dissolved solids,
75
-------
OCT. , 1976
64-70
NOV.I976
V 6 rssxr-
Upstreom Control
-------
JUNE .1977
Mean Value of parameter.mg/L
Screen aeprn (in reel;
NA- Not Avoiiabte
Upstream Control Site Not To Seals
Figure 18.Test site groundwater constituents- soluble orlhophosphate phosphorus
77
-------
Total phosphorus removal or the percent passing the perimeter wells
can be estimated as done for total nitrogen. Total phosphorus concentration
averaged 5,4 mg/L in the infiltration lagoon and 2.03 mg/L in the storm-
water lagoon. The soluble phosphorus concentration averaged 0.08 mg/L in
the control groundwater and 2.37 mg/L in the perimeter wells. With the
same assumptions that flow at the perimeter wells consists of flow from the
stormwater and infiltration lagoons only and that the percent removal is
essentially the same for each source, then by a trail and error method,
57 percent of the applied phosphorus is calculated to be moving past the
perimeter wells. This compares to 68 percent if all dilution comes from the
control groundwater. Averaging the two is essentially an assumption that
50 percent of the dilution flow comes from each source; however., calculating
the ranges shows that such as assumption is reasonably accurate regardless
of the component mix from each source.
As discussed under the evaluation of nitrogen, most of the flow probably
moves past and is monitored by the shallow wells. A separate evaluation
of these wells for phosphorus would show a greater percentage moving
beyond the perimeter wells. It is also likely that less phosphorus moves
through the finer sediments (silt and clay) beneath the stormwater lagoon
than through the sand and gravel beneath the infiltration lagoon. If so,
this would narrow the calculated range towards the higher value. With these
qualifications a higher value, say 65 percent, is probably more accurate than
an average value.
Metals--
Groundwater was examined for the presence of the following metals--
arsenic, cadmium, cobalt, chromium, copper, iron, lead, manganese, mercury,
nickel, selenium, and zinc. Except for arsenic, iron, and manganese, concen-
trations of metals were generally at or below minimum detectable levels.
Arsenic, iron, and manganese had test groundwater concentration ranges
from <10 to 53 ng/L, <0.1 to 3.6 mg/L, and <0.05 to 2.5 mg/L9 with averages
of 24 ng/L5 1.5 mg/L, and 0.6 mg/L, respectively. Comparable control ground-
water concentration ranges were <10 yg/L, <0.1 to 1.2 mg/L., and <0.05 to
<0.10 mg/L, with averages of 5 yg/L, <0.5 mg/L, and <0.1 mg/L, respectively
(Figures 19, 205 and 21).
A possible source of these metal constituents was the effluent from the
infiltration lagoon. There were indications of minimum detectable concentra-
tions of arsenic and iron in the effluent. However, a more likely source
for the iron, manganese, and arsenic was the soil itself. The analyses of
the alluvial soil samples from the test and control areas indicated that
while available iron, manganese, and arsenic concentrations were higher in
the test area soil., the total iron,, manganese, and arsenic were depleted in
contrast to the control area alluvium. Thus, it would appear that continued
operation of an infiltration system could affect weathering geochemistry of
the soil.
The occurrence of iron, manganese, and possibly arsenic in the test
groundwater could be due to the reduction of the oxidized hydroxides of
these metals in the anaerobic environment of the alluvium. The reduced
78
-------
43^51 V SF&-\
o V
.1. O
6 /32-37
38
JUNE ,1977
APRIL, 1977
Mean Valua of parameter,^ g/L
daprn (in teet;
MA- Not Avotlabfee
constituents- arsenic
79
-------
84-70
NOV, 1976
64-70
APR., 1977
JUNE,1977
64-70
0 100 ZOO
0 30 WO
t=a. i ^.
SCALE
Upstraom Control Si1a Not Ti
Figure 20. Test site
Mean Volua of porqme
-------
Upstream Control o. I 0
64-70
Mean Valms of parameter,
Sc re
-------
ferrous and manganous forms of these metals are soluble and could leach to
the underlying groundwater. Reduced forms of arsenic are also soluble in the
arsenate form and could readily adsorb on cation sites in the soil in a
manner similar to orthophosphate. Since most sites in the test area alluvial
soils were occupied by phosphorus compounds, some arsenate could enter the
groundwater, then be removed by unoccupied sites farther down the groundwater
gradient.
Of these three metals, only the iron was present in a concentration
range that might cause problems. A level of iron concentration of 0.3 mg/L
is considered the maximum allowable without developing nuisance problems in
plumbing fixtures as a result of iron depositions and iron bacterial actions.
This level was greatly exceeded. The allowable level for arsenic in drinking
water supplies is 50 yg/L, which was exceeded in only one test site sample.
Pesticides and Herbicides--
The concentration ranges of lindane and 2,4-D in test groundwater were
from <0.2 to 1,360 ng/L and from <1 to 536 ng/L, with average concentrations
of 91.7 and 52.9 ng/L, respectively. The comparable control groundwater con-
centration ranges were from <0.2 to 20.7 ng/L and from 1 to 114 ng/L, with
average concentrations of 7.4 and 31 ng/L, respectively (Figures 22 and 23).
Since the maximum contaminant levels for lindane and 2,4-D, as proposed
by the National Interim Primary Drinking Water Regulations, are 4,000 and
100,000 ng/L, respectively, the presence of these minor concentrations
slightly above background levels was not of significant concern.
Coliform Bacteria--
Total and fecal coliform results are shown on Figures 24 and 25. Con-
tamination of samples was minimal due to field and laboratory precautions.
There was a pattern for both total and fecal coliform occurrences imme-
diately below and adjacent to the infiltration lagoon. Positive total coli-
form counts were found for three sampling rounds in near downgradient wells
32010 and 32020 but randomly occurred in other wells beneath and farther
downgradient from the stormwater basin. Also, positive fecal coliform counts
were obtained from wells 32030, 32040, and 32050 on the first round only.
This could have been the result of contamination during construction.
Positive fecal coliform counts were not obtained from wells beneath and
downgradient from the stormwater basin, except on the last round at well
32180. This sample was likely contaminated.
Fecal col iforms were found only once in one of the two deep wells, 32120,
immediately adjacent to the infiltration lagoon.
SOILS
Alluvium soil samples from both the saturated and unsaturated zones in
the test and control areas were obtained in October, 1976. The location and
depth of the soil samples are shown in Table 6. The depths below ground sur-
face were used to delineate between different soil samples taken from the
same well. Because of the large topographic changes between well locations,
82
-------
Up3tr«OR> Control MA
64^70
0 IOO ZOO
50 IOO
i ->,- 4
SCALE
Mean Value of parametar, ng
(in feeTT"
Screen
NA- Not Availobte
Upstream Contfo* Sits Not To Scale
Figure 22. Test sit© groundwater consfituents-iindane.
83
-------
OCT , 1976
Upstrtom Control
NA
«4-70
'NOV., 1976
APR. ,'1977
JUNE.,1977
17.3
Upstream Control jg 7
64-TO
O IQO 2OO
0 50 K30
SCALE
Mean Valu« of porometer^ g/L
Screen daptti (in feet)
NA-Not AvailaWt
Upstream Control Site Not To Scale
Figure 23.Test site groundwoter constituents-2,4-D
84
-------
OCT. ,1976
Upstrtom Control NA
84-70
Infiltration pond=
NOV.I9T6
26-31 I
Infiltration pond =
Upitrtam Control
- TNTC
64-70
APRIL , 1977
JUNE , 1977
Upatriam Control Q
Infiltration pond - TNTC 64- TO
Up«tr«u» Control
Infiltration pond=l§22
o
64-78
0 IOO ZOO
0 SO KX)
SCALE
Mean Volu« of poram«t»r,^/IOQ ml
Screen depth (in feat)
NA- Not AvoiiobSe
TNTC-Too numerous to count
Upstream Control Site Not To Seal*
Rgure 24. Test site groundwater constituents-total conform.
85
-------
OCT. ,1976
Up»tr«e» Centre) N A
4-70
infiltration pond =
NOV.I9T6
64-70
Infiltration
APRIL, 1977
JUNE ,1977
Infiltration pond -
Up0tr*otB Central
Inflltrotion pond=_2££__
o
14'- 7{T
SCALS
Meon Voluc of porgmtlar, »/IOOmL
Screen daptti (in f««t)
N A- Not Available
TNTC-Too numerou* to count
Upstream Control Sits Not To Seals
Figure 25. Test site groundwater constituents-fecal coliform.
86
-------
the^depth below ground surface varied considerably and tended to be con-
fusing. Depths below lagoon bottom and depths below water table were much
more significant to data evaluation. These relationships are shown on
Figures 26 and 27.
Samples 324101, 324091, 324092, 324093, 324094, 324095, and 324102 were
taken beneath the surface of the infiltration lagoon bottom, at successively
deeper depths. Figure 26 is a profile of selected parameters for these
samples.
Samples 324051, 324161, and 324191 denote downgradient test area
alluvium samples. The sequence 314061, 324093, 324051, 324161, and 324191
provided a profile beginning in the control area alluvium and proceeding
through the infiltration lagoon source alluvium to downgradient test
alluvium, all at depths just below the water table. Profile I on Figure 27
illustrates this for selected parameters.
Samples 324095, 324102, 324121, 324122, and 324123 (Profile II,
Figure 27) denote alluvium samples at 5 to 18 m (16 to 60 ft) below the water
table immediately below and downgradient from the infiltration lagoon.
Sample 314062 represents a control area alluvium sample at 4 m (14 ft) below
the water table.
Profile II generally represented the deeper and probably less permeable
alluvium soils as contrasted to the more permeable zone just below the water
table depicted in Profile I. Selected alluvium data plotted for the above
profiles include total nitrogen, total phosphorus, total arsenic, and total
zinc.
The profile in the unsaturated zone below the lagoon bottom (Figure 26)
shows selected parameters to initially decrease with increasing alluvium
depth. As the examinations proceeded to greater depths below the water table,
the data were less regular, making it difficult to distinguish data scatter
from possible trends due to changing permeabilities and irregularities in the
groundwater flow net. If the data scatter at greater depths were random, it
would then appear that the zinc, nitrogen, and phosphorus data became gener-
ally asymptotic to the background concentrations observed in the control
alluvium. Arsenic, as discussed earlier, was the one parameter that
appeared to decrease with alluvium depth to a residual concentration less
than that observed for the control alluvium. A possible explanation for this
behavior was the reduction of arsenic to a soluble form that was free to
migrate through the test alluvium. Because most adsorption sites were
occupied by orthophosphate phosphorus, arsenic retention in the soil was
minimal.
Profile I on Figure 27 demonstrates the same characteristics as
Figure 26. The selected parameters showed variability in proximity to the
infiltration lagoon but, with the exception of arsenic, approached the
background concentrations of the control alluvium as the groundwater flow
moved farther away. Again, arsenic concentrations appeared to be less in
the test than in the control alluvium. Similar behavior was previously
observed for manganese and iron.
87
-------
UJ
O
O
O
CL
in c
< N Z
1 1 1
4-40-40Q_
-
3-30-300_
' 2-20-20Q_
i
,.,0-100
i
0
O -Q
^ 7 [/
ro S
P
N
Sn
As_
n
i
O>
o
h-
0)
o
en en
*d" p~
^C
P
Zn
As
JL
S^~
Q?
C\J
ro
P
Zn,
As
t,
In.
_£_
^2.
N
^
0 w
CM CM
ro ~
Background Concentration Range
Parameter Depth below G,S. Concentration
(ft.) (Ug/g)
As 25-73 2-4
P " 160-206
Zn " 14-15
N " 50-66
Parameters
Zn - Total Zinc
N - Total Nitrogen
P Total Phosphorus
A Total Arsenic
tf>.. (l'-^)= Range is depth of sample
Q^5 below ground surface (ft.)
^""r--
CM ro
ro
T- P
@) ro
O ^
ro"^
P
As
Zn
N
Zn
A§.
N
04"^-
O if^
^"~c\J
ro
P
As
Zn
N
1
0 10 20 30 40 50
DEPTH BELOW LAGOON BOTTOM (feet)
Figure 26. Profile of selected parameters in the alluvium
beneath the infiltration lagoons.
-------
PROFILE I
Co
CL
< M z"
I I I
4-40-400
3-30-300_
p 2-20-200.
-------
Observations concerning Profile II were similar to those made for Pro-
file I and Figure 26. Parameter concentrations at these depths tended either
to be less than control values or to decrease with depth. Arsenic again
showed lower concentrations in the test than in the control alluvium.
In Profile II of Figure 27, lower concentrations of parameters are ob-
served in samples 324095 and 324102 than in 324121. According to well logs,
well 32120, at a depth corresponding to sample 324121, contained fines and
more silty material than the wells from which the other two above-mentioned
samples came. This could allow for greater absorptive capability at the
location of sample 324121.
The overall observation concerning the alluvium constituents was that
the accumulation of effluent parameters such as phosphorus, nitrogen, and
zinc appeared to be localized within 150 m (500 ft) of the infiltration
lagoons. Yet soluble orthophosphate phosphorus continued to escape beyond
this perimeter. It would appear, therefore, that the permeable alluvium
sediments were not very effective adsorbents for phosphorus under the
conditions existing at Milton. The low dissolved oxygen concentrations in
the groundwater indicated dominantly reducing conditions under which
phosphorus remains more soluble.
Decreased flow rates of infiltrated water through the less permeable
zones having the greater adsorbtive capability would also account for the
low phosphorus concentrations observed in the test groundwater at deeper
depths in wells 32120, 32140, and 32150. At the same time, phosphorus con-
tinues to move downgradient through the more permeable, less absorptive sand
and gravel zones.
The analytical results available for pesticides and herbicides indi-
cated the presence of lindane at a concentration range of 250 to 1,116 ng/L
and 2S4,5 TP silvex from 0.9 to 2.4 ng/L in the alluvium under the infiltra-
tion pond (Appendix B).
An statisical analysis of the sample data was performed to compare para-
meter mean concentrations in the soils beneath the control site with those in
the soils beneath the test site. The control samples were identified by the
numbers 314061 and 314062. Samples in the immediate vicinity of the infil-
tration lagoon at the test site were used in the analysis. These samples
were numbers 324091, 324092, 324093, 324094, 324095, 324101, 324102, 324121,
324122, and 324123. The test and control site sample means are given in
Table 16. The method of pooled variances was applied to the sample data to
determine if significant differences between the parameter means existed at
the 0.05 level. As shown in Table 16, the analysis revealed significant
differences for available phosphorus, extractable copper, total chromium,
and total arsenic. The means for available phosphorus and extractable copper
were greater for the test site, while means for total chromium and total
arsenic were greater for the control site. For the remaining parameters,
no significant differences were detected.
90
-------
TABLE 16. MEAN CONCENTRATIONS OF PARAMETERS IN
CONTROL AND TEST SITE SOILS
Parameter
pH (units)
Inorganic N
Total Organic N
Total Phosphorus
Available Phosphorus
Total Sulfur
Cation Exchange Capacity (meq/lOOg)
Extractable Aluminum
Extractable Boron
Extractable Cadmium
Exchangeable Calcium
Extractable Cobalt
Extractable Chromium
Extractable Copper
Extractable Iron
Extractable Lead
Exchangeable Magnesium (mg/g)
Extractable Mercury
Extractable Nickel
Exchangeable Potassium (mg/g)
Exchangeable Sodium (mg/g)
Extractable Zinc
Endrin (ng/g)
Lindane (ng/g)
Methoxychlor (ng/g)
Toxaphene (ng/g)
2,4-D (ng/g)
Si 1 vex (ng/g)
Total Aluminum (mg/g)
Total Cadmium
Total Calcium (mg/g)
Total Cobalt
Total Chromium
Total Copper
Total Iron (mg/g)
Total Lead
Total Magnesium (mg/g)
Total Manganese
Total Mercury
Total Nickel
Total Potassium (mg/g)
Total Sodium (mg/g]
Total Zinc
Total Arsenic
Total Selenium
Means (yg/g
Control
8.9
40.5
22
204
1
75
J- u
5.0b
0.44,
0.02°
1.77,
0.12b
0.05°
0.2
13 h
1.2b
0.03
8.0 ,
0.25°
0.01
0.01b
0.45
3u6
2D
28b
2D
12
5.5
V
10D
6.1
116
1.0°
12.0
5.0
1.4
15
3
1
unless noted)
Test
8.7
34.5
51
242
10a
250
1 h
5.0b
0.39
0.03
1.82,
0.12°
0.05b
i.r
31 K
1.2°
0.02
15.8
0.5
0.02
0.02
3.50,
0.60°
582.8 ,
0.01
0.6,
o.r
1.7
3b7
2D
29b
2
9a
5.7
? Q
b
10°
5.5
108
1.0°
12.2
4.8
1.9
20 a
1.40
1
a Test and control site means significantly different at the 0.05 level
Average concentration below detection limit indicated.
91
-------
PROJECTED USEFUL LIFE OF SITE FOR WASTEWATER INFILTRATION
The original intent of this study was to provide answers to a number of
questions related to the long-term viability of land treatment systems. Two
such questions discussed in the following paragraphs are:
1. For how long a period can a land treatment system be expected
to provide satisfactory renovation treatment for wastewater?
2. What effect does continuing long-term application of organic,
nitrogenous, and heavy metal constituents have on the soil and
groundwater systems?
The Milton infiltration system has been discharging nitrogen con-
stituents to the groundwater underlying the lagoons for some time.
Ammonia nitrogen particularly was present in high concentrations. Based on
the average infiltration lagoon and infiltrated groundwater total nitrogen
concentrations, approximately 62 percent of the nitrogen applied left the
site of the Milton treatment plant via the groundwater. Likewise, approxi-
mately 65 percent of the phosphorus left the site via the groundwater.
Phosphorus and nitrogen accumulations over background concentrations in
the alluvium were approximately 18,000 and 14,000 kg (40,000 and 30,000 Ib),
respectively. Phosphorus was no longer accumulating in the site soils to
the degree it apparently once did. The present phosphorus accumulation rate
in site soils was in the range of 600 kg (1,300 Ib) per year as contrasted
with the historical estimate of 1,200 kg (2,700 Ib) per year. These are
rough estimates based upon sparse available data, and the differences could
be much smaller than are herein indicated.
Metal constituents were being removed effectively within a 150-meter
(500-foot) radius of the infiltration lagoon. Assuming that performance is
proportional to the region of new interfacial alluvium area, a 100-year
life for continuing metal removal could possibly require an alluvial area
within a 900-meter radius of the infiltration lagoon.
92
-------
REFERENCES
American Public Health Association. 1971. Standard Methods for the Exami-
nation of Water and Wastewater. 13th ed. New York, N.Y. 874 pp.
American Public Health Association. 1976. Standard Methods for the Exami-
nation of Water and Wastewater. 14th ed. New York, N.Y. 1,119 pp.
Bauer, William J. 1976. Long Term Effects of Applying Wastewater to Land;
Site Selection Report (unpublished). Submitted to U.S. Environmental
Protection Agency, Washington, D.C.
Bear, Farman D. 1964. Chemistry of the Soil. ACS Monograph 160.
Black, C. A. (ed.). 1965. Methods of Soil Analysis, Parts 1 and 2.
American Society of Agronomy Series No. 9. 1,572 pp.
Bremner, J. M., and M. A. Tabatabai. 1972. Use of an Ammonia Electrode for
the Determination of Ammonium in Kjeldahl. Comm. Soil Science and Plant
Analysis, 3(2):159-165.
Busenberg, E., and C. V. Clemency. 1973. Determination of the Cation Ex-
change Capacity of Clays and Soils Using an Ammonia Electrode. Clays
and Clay Minerals, 21:213-217.
Crites, Ronald. 1977. Process Design Manual for Land Treatment of Municipal
Wastewater. U.S. Environmental Protection Agency, Washington, D.C. 252
pp.
Ellis, Roscoe, Jr., John J. Hanway, George Holmgrem, Dennis R. Kenney, and 0.
W. Bidwell. 1975. Sampling and Analysis of Soils, Plants, Wastewaters
and Sludge. Agricultural Experiment Station Research Publication 170
and North Central Regional Publication 230, Kansas State University,
Manhattan, Kansas. 20 pp.
Instrumentation Laboratory Inc. 1975. Atomic Absorption Methods Manual.
Wilmington, Mass. 48 pp.
Leeper, G. W. 1978. Managing the Heavy Metals on the Land. Marcel Dekker,
Inc., New York, New York. 121 pp.
LeRoux, E. F. 1963. Geology and Ground-Water Resources of Rock County,
Wisconsin. U.S. Geological Survey Water Supply Paper 16-19X. 50 pp.
93
-------
Martin, Theodore D., J. F. Kopp, and Richard D. Ediger. 1975. Determining
Selenium in Water, Wastewater, Sediment, and Sludge by Flameless Atomic
Absorption Spectroscopy. Atomic Absorption Newsletter, 14(5).
Oceanography International Inc. 1971. Instruction Manual. College Station,
Texas, pp. 1-1 to 12-5.
Orion Research Inc. 1975a. Ammonia Instruction Manual, Electrode Model 95-
10. Cambridge, Mass. 27 pp.
Orion Research Inc. 1975b. Nitrate Instruction Manual, Electrode Model 93-
07. Cambridge, Mass. 24 pp.
Orion Research Inc. 1975c. Sulfide Instruction Manual, Electrode Model 94-
16A. Cambridge, Mass. 34 pp.
Orion Research Inc. 1976a. Sulfide Instruction Manual, Electrode Model 94-
16A. Cambridge, Mass. 34 pp.
Orion Research Inc. 1976b. Chloride Instruction Manual, Electrode Model 94-
17A. Cambridge, Mass. 28 pp.
Orion Research Inc. 1976c. Nitrate Instruction Manual, Electrode Model 93-
07. Cambridge, Mass. 24 pp.
Sanks, R. L., and Takashi Asano. 1976. Land Treatment and Disposal of
Municipal and Industrial Wastewater. Ann Arbor Science Publishers,
Inc., Ann Arbor, Mich. 310 pp.
Strand, John A., and Associates, Inc. 1975. Cost Effectiveness Analysis
and Environmental Assessment for Wastewater Treatment Facilities,
Milton, Wisconsin. John A. Strand and Associates, Inc., Consulting
Engineers, Madison, Wisconsin. Unpublished report. 26 pp.
U.S. Environmental Protection Agency. 1971. Methods for Organic Pesticides
in Water and Wastewater. National Environmental Research Center, Cin-
cinnati , Ohio. 58 pp.
U.S. Environmental Protection Agency. 1974. Methods for Chemical Analysis
of Water and Wastes. EPA 625-16-74-003. Washington, D.C. 298 pp.
Walsh, Leo M. 1973. Soil Science of America, Soil Testing and Plant
Analysis.
Williams, I. H. 1968. Gas Chromatographic Analysis of Pesticides. Varian
instruction Manual. Abstracted from Journal of the Association of
Official Analytical Chemists. 51:715.
Woodham, D. W., W. G. Mitchell, C. D. Loffis, and C. W. Collier. 1971. Gas
Chromatographic Analysis of Pesticides. Varian Instruction Manual.
Abstracted from Journal of Agricultural Food Chemistry. 19:186.
94
-------
APPENDIX A
WELL LOGS FOR CONTROL AND TEST SITES
95
-------
Milton, Wisconsin
Drill Hole Logs
Control Site
Hole 31060
Date: 11-15-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 64 ft.
Screen: 2 in. slotted (0.020 in.) plastic 64 to 70 ft.
Remarks: Drilled with bentonite to 60 ft., drove 4 in. steel casing
to 53 ft., cleaned hole with clear water and drilled with
clear water to 70 ft. Hole sealed with bentonite slurry
and steel pipe pulled.
Log: Depth in Feet
0-3 Silt, black
3-16 Sand, fine, silty, brown
16-51 Sand, fine to medium, with gravel, small boulders 30-33 ft
51-56 Black stone chips
56-70 Sand, fine to medium, and gravel
Test Site
Hole 32010
Date: 9-25-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 35 ft.
Screen: 2 in. slotted (0.020 in.) plastic 35 to 38 ft.
Remarks: Drilled with bentonite to 30 ft., drove steel casing to
35 ft., cleaned hole with clear water, drove steel casing
to 40 ft. Sand pack 34-38 ft., sealed with bentonite
pellets and bentonite slurry, steel casing pulled. Split
spoon sample taken at 20, 25, and 30 ft.
Log: Depth in Feet
0-12 Sand, fine to medium, light brown, with cobbles and small
boulders
12-36 Sand, medium to coarse, light brown, fine gravel, some
cobbles
36-40 Sand, fine, gray to black
(Continued)
96
-------
Hole 32020
Date: 9-27-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 43 ft.
Screen: 2 in. slotted (0.020 in.) plastic 43 to 48 ft.
Remarks: Drilled with bentonite to 40 ft., flushed hole with clear
water, drove steel casing to 48 ft., cleaned hole with
clear water, sand pack 42-48 ft., sealed with bentonite
pellets and bentonite slurry, steel casing pulled. Split
spoon samples taken at 29, 34, and 39 ft.
Log: Depth in Feet
0-14 Sand, fine to medium, brown, medium to large gravel and
few cobbles
14-16 Gravel, small
16-33 Sand, fine to medium, brown, some small gravel and
occassional cobble
33-38 Sand, medium to coarse, with small gravel, occasional
cobble
38-48 Sand, fine to medium, occasional fine gravel
Hole 32030
Date: 9-30-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 26 ft.
Screen: 2 in. slotted (0.020 in.) plastic 26 to 31 ft.
Remarks: Drilled with 6 in. hollow stem auger, sealed hole with
bentonite. Split spoon sample at 29 ft.
Log: Depth in Feet
0-6 Sand, very fine to medium, silty, loose, brown
6-10 Sand, very fine to medium, silty, firm, tan
10-23 Sand, very fine to medium, silty, firm, orange, trace
fine to medium gravel
23-27 Sand, fine to medium, silty, loose, brown, some fine
gravel
27-32 Sand, very fine, silty, firm, tan, 6 in. stringer of
coarse sand and gravel to 30 ft.
Hole 32040
Date: 10-1-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 32 ft.
Screen: 2 in. slotted (0.020 in.) plastic 32-38 ft.
Remarks: Drilled with 6 in. hollow stem auger, sealed hole with
bentonite. Split spoon samples at 29» 34, 39, and 44 ft.
(Continued)
97
-------
Log: Depth in Feet
0-28 Sand, very fine to medium, silty, firm, tan, occasional
gravel stringers
28-34 Sand, fine to coarse, silty, firm, brown
34-35 Sand, coarse, gravel
35-45 Sand, fine to coarse, silty
Hole 32050
Date: 10-1-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 27 ft.
Screen: 2 in. Johnson plastic 0.020 in. slot 27 to 29 ft.
Remarks: Drilled with 6 in. hollow stem auger, bentonite seal above
screen and at top of hole.
Log: Depth in Feet
0-25 Sand, fine to medium, silty, firm, brown, some large
cobbles
25-30 Sand, coarse, gravel fine to large, clean
Hole 32070
Date: 6-30-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 30 ft.
Screen: 2 in. saw-cut plastic 30 to 40 ft.
Remarks: Hollow stem auger to 7 ft., drilled with rotary and Revert
from 7 to 60 ft., sealed hole with bentonite and backfilled
with bentonite. Split spoon samples at 19 and 34 ft.
Log: Depth in Feet
0-16 Sand, fine, light brown, occasional cobbles
16-17 Gravel
17-19 Sand and gravel
19-30 Sand, medium to coarse, occasional cobbles
30-32 Sand and gravel
32-47 Sand, fine to coarse, gray, wastewater odor
47-60 Sand, very fine to fine
(Continued)
98
-------
Hole 32080
Date: 10-2-76
Casing: 2 in.
Screen: 2 in.
Type Rig: Rotary-Auger
plastic to 28 ft.
Johnson plastic 0.020 in
slot 28 to 30 ft,
Remarks: Augered to 7 ft., drilled with rotary using bentonite to
26 ft., flush hole with clear water, drove steel casing
to 33 ft., flushed hole, sand pack 26-33 ft., sealed with
bentonite, filled hole with bentonite slurry. Split spoon
sample at 13, 15, 17, 22, and 31 ft.
Depth in Feet
Log:
0-18
18-22
22-24
24-26
26-33
Fill, sand and cobbles
Sand, fine to medium, loose, organic
Sand, fine, black '
Gravel, up to 1/2 in., clean
Sand, fine to coarse, black, organic, with small gravel
Hole 32090
Date: 10-2-76 Rig: Rotary-Auger
Casing: 2 in. plastic to 39 ft.
Screen: 2 in. Johnson plastic 0.020 in. slot 39 to 41 ft.
Remarks: Augered to 19 ft., drilled with rotary and bentonite to
35 ft., flushed hole clean and drove steel casing to 42
ft., flush hole, sand pack 37 to 42 ft., sealed with
bentonite and filled hole with bentonite slurry. Split
spoon sample at 15.5, 17, 19, 27, and 37 ft.
Log: Depth in Feet
0-16
16-30
30-42
Hole 32100
Fill, sand and cobbles
Sand, fine to coarse, scattered pebbles
Sand, medium to coarse, some gravel layers
Date: 10-3 to
Casing: 2 in.
Screen: 2 in.
5-76 Type Rig:
plastic to 53 ft.
Johnson plastic 0,
Rotary-Auger
020 slot 53 to 55 ft.
Remarks: Augered to 10 ft., drilled with rotary and bentonite mud
to 52 ft., drove steel casing 55 ft., clean holea sand
pack 51 to 55 ft., sealed with bentonite and filled hole
with bentonite slurry.
(Continued)
99
-------
Log: Depth in Feet
0-8
8-29
29-48
48-50
50-55
Hole 32110
Fill, sand and cobbles
Sand, fine to medium, black, with fine to large gravel,
sand became firmer with depth
Sand, very fine to medium, tan, dense, with gravel and
cobbles
Sand with several thin clay stringers
Sand fine to medium, with gravel and cobbles
Date: 9-28-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 73 ft.
Screen: 2 in. slotted (0.020 in.) plastic 73-78 ft.
Remarks: Drilled with bentonite mud *,? 65 ft., washed hole with
clean water, drove steel pipe to 75 ft., drilled with clear
water to 80 ft., sealed with bentonite pellets and filled
hole with bentonite slurry. Split spoon samples at 50 ft.
Log: Depth in Feet
0-18 Sand, fine to medium, silty, brown, with cobbles
18-30 Sand, fine to coarse, brown, gravel and occasional cobbles
30-33 Gravel, fine to coarse, brown, with cobbles
33-40 Sand, fine to medium, brown, some gravel
40-42 Gravel , sandy
42-47 Sand, fine to medium, some gravel
47-61 Sand, fine, gray to brown, silty, some gravel near base
61-75 Sand, fine to medium, brown, with gravel
75-80 Sand, fine to medium, brown and gravel
Hole 32120
Date: 9-30 to
Casing: 2 in.
Screen: 2 in.
10-2-76
plastic
slotted
Type
to 85 ft.
(0.020 in.)
Rig: Rotary-Auger
plastic 85 to 90 ft.
Remarks: Drilled with rotary and bentonite mud to 85 ft., drove
steel casing to 95 ft., flushed hole with clear water,
sand pack 83 to 90 ft., sealed with bentonite, filled
hole with bentonite slurry. Split spoon samples at 55
and 80 ft.
(Continued)
100
-------
Log: Depth in Feet
0-30
30-35
35-52
52-84
85-95
Sand, fine to medium, brown, silty lenses, gravel,
occasional cobbles and small boulders
to medium, brown, and gravel with cobbles
and occasional
fine
Sand,
Sand, fine to medium, brown, some gravel
cobbles, more gravel near base
Sand, very fine to fine, gray-brown, silty lenses, occa-
sional gravel streaks
Sand, fine, brown, limestone chips
Hole 32130
Date: 9-30-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 37 ft.
Screen: 2 in. slotted (0.020 in.) plastic 37 to 43 ft.
Remarks: Drilled 6 in. hollow stem auger, sealed with bentonite.
Log: Depth in Feet
0-6 Soil, silty, clayey, black and organic
6-9 Clay, soft, gray, silty to slightly sandy
9-13 Sand, very fine to medium, gray, many clay stringers
13-27 Sand, fine to medium, brown, silty, some fine to medium
gravel, scattered large gravel and cobbles
27-38 Sand, fine to medium, brown, slightly silty, some fine
to medium gravel
38-45 Sand, medium to coarse, tan, silty, with fine to medium
gravel
Hole 32140
Date: 9-27-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 69 ft.
Screen: 2 in. slotted (0.020 in.) plastic 69 to 74 ft.
Remarks: Drilled with 6 in. hollow stem auger, sand pack, sealed
with bentonite. Split spoon samples at 44, 46, 60, 68,
73.5, and 78 ft.
(Continued)
101
-------
Log: Depth in Feet
0-2 Mud, black organic
2-6 Clay, black
6-7 Clay, sandy
7-10 Sand, gray, silty
10-41 Sand, fine to medium, brown, silty
41-45 Gravel, coarse, and cobbles,- very silty, with clay stringers
45-48 Clay
48-60 Gravel and cobbles, dirty
60-63 Sand, coarse, clean
63-67 Sand, fine, silty
67-74 Sand, fine and gravel, fine, dirty with clay stringers
74-75 Gravel and cobbles, dirty
Mll_32150
Date: 9-28-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 85 ft.
Screen: 2 in. slotted (0.020 in.) plastic 85 to 95 ft.
Remarks: Drilled with 6 in. hollow stem auger to 45 ft., drilled
with rotary and bentonite mud to 65 ft., drove steel
casing then drilled with clear water to 97 ft., cored
90 to 95.5 ft.
Log: Depth in Feet
0-5 Mud, silty, soft, organic
5-8 Clay, silty, soft, gray, trace fine sand
8-12 Clay and sand, fine to medium, silty, with clay stringers
12-42 Sand, fine to medium, silty, some fine to medium gravel and
scattered large gravel
42-59 Sand, fine to coarse, silty, tan, with fine to medium
gravel
59-65 Sand, very fine to medium, silty and clayey, scattered
fine to medium gravel
65-80 Sand., very fine to medium, silty, clayey, fine to large
gravel, scattered cobbles
80-97 Limestone, white, fractured
Hole 32160
Date: 10-6-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 37 ft.
Screen: 2 in. slotted (0.020 in.) plastic 37 to 44 ft.
Remarks: Drilled with 6 in. hollow stem auger, sealed with
bentonite. Installed automatic water level recorder.
(Continued)
102
-------
Log: Depth in Feet
0-6 Silty, sandy, black
6-11 Sand, very fine, silty, brown, occasional fine gravel
11-16 Sand, fine, light brown, occasional fine gravel
16-19 Sand, fine, silty, reddish brown, occasional clay
stringers
19-24 Gravel and cobbles
24-45 Sand, fine to medium, brown, trace of silty, with gravel
and cobbles
Hole 32170
Date: 9-21-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 74 ft.
Screen: 2 in. slotted (0.020 in.) plastic 74 to 89 ft.
Remarks: Drilled with rotary and bentonite mud to 89 ft., flushed
with clear water, drilled with clear water to 100 ft.,
caved back to 90 ft. Sealed with bentonite.
Log: Depth in Feet
0-5 Silty, black
5-11 Clay, silty, light brown
11-14 Sand and gravel, some clay
14-35 Sand, fine to coarse, gravel, occasional cobbles near
base
35-51 Limestone chips, hard
51-61 Sand, fine to medium, brown
61-68 Sand, and boulders
68-90 Sand, occasional cobbles and several boulders
90-100 ? no sample return
Hole 32180
Date: 10-5-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 43.5 ft.
Screen: 2 in. slotted (0.020 in.) plastic 43.5 to 51.5 ft.
Remarks: Drilled with 6 in. hollow stem auger, sealed with
bentonite.
Log: Depth in Feet
0-7 Silty, sandy, brown
7-11 Sand, very fine, light brown
11-29 Sand, fine to medium, brown, trace of silty, gravel
29-37 Sand, fine, light brown, occasional cobbles
37-50 Sand, fine to medium, brown, fine to medium gravel
50-55 Sand, fine, silty
(Continued)
103
-------
Hole 32190
Date: 10-4-77 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 44 ft.
Screen: 2 in. slotted (0.020 in.) plastic 44 to 53 ft.
Remarks: Drilled with 6 in. hollow stem auger, sealed with bentonite.
Split spoon samples at 40, 45, and 55 ft.
Log: Depth in Feet
0-6 Silty, clayey, brown
6-12 Sand, medium, silty, red-brown, occasional
12-26 Sand, medium, light brown, trace of silt
26-32 Sand, fine to medium, brown, fine to coarse gravel
occasional small cobbles, silty
32-42 Sand, fine to medium, light brown
cobbles, clean
42-47 Sand, fine to medium, light brown
47-54 Silt, clayey, light brown
Hole 32200
gravel
gravel and occasional
and gravel, fine
Date: 9-23 to 24-76 Type Rig: Rotary-Auger
Casing: 2 in. plastic to 77 ft.
Screen: 2 in. Johnson plastic (0.020 in.) slot 77 to 79 ft.
Remarks: Drilled with rotary and bentonite mud to 80 ft., flushed
hole, drilled with clear water to 85 ft., hole caved,
sealed with bentonite.
Log: Depth in Feet
0-3 Silty, clayey, brown
3-7 Sand, fine to medium, some coarse, silty brown
7-9 Cobbles and sand
9-31 Sand, fine to medium, trace of silt
31-46 Sand, fine to coarse, brown, gravel, large occasional
cobble layer
46-73 Sand, fine, brown, occasional fine gravel, with boulders
at base
73-80 Sand, fine, light brown, some gravel
80-85 Sand and gravel
104
-------
APPENDIX B
DATA TABLES FOR ALL WATER AND SOIL SAMPLES
LEGEND
Sample code numbers are explained in Section 7, "Results
and Discussion."
99.9 means too numerous to count.
Negative sign (-) means less than.
-4
Values in yg/g x 10 = percentage.
105
-------
TABLE B-l. HATER QUALITY DATA
O
CTi
SAMPI t:
NUMBI.-R
3121O1
312)03
3121O4
316002
3 1 6003
310602
31O603
3J.O6O4
3244O1
3244O2
3244O3
321404
324501
3345O2
324503
334504
324505
324601
334602
3246O3
3216O1
330101
3201 O2
320) O3
320)04
COLLECTION DEPTH TEMP
DATE M DES C
10/ 5/76
1 1/16/76
6/22/77
11 / J5/76
4/1O/77
) 1/17/76 2O. 4
4/ 8/77 2-0 1 1O. 0
6/22/77 2O. 4 15 O
1O/ 5/76
11/16/76
4/ 7/77 JO. 0
6/22/77
10/ 5/76
1 1/16/76
4/ B/77
6/21/77 33.0
6/22/77 ?2. 0
10/ 6/76
1) /17/76
4/ 7/77
6/22/77
1O/ 5/76 11.1
1 1/15/76 11.1
4/ 7/77 11.1 1O. O
6/21/77 1 ) . I 18. O
DISSOLVED CONDUC-
OXYGFN T1VITY
MG/L PH UMHOS/CM
5 6
7. 5
/. 7
4. 4
4. 3
3 2
9. 4
8. 5
8. 2
16. 1
13. P
12. O
2. 2
1. 4
3. 0
2O. O
22. 6
3. 6
3. 6
4. 0
3. 4
2. O
O. 5
1. 4
3. 4
7 6
7. B
7. 6
8. 0
7. 6
7. 7
7. 7
7 9
7. 4
B. 1
8. 2
9. 4
7. 6
7. 7
7. 6
8. B
8. 9
7. 7
7 5
7. 6
B. O
7. 2
7 4
7. 3
7. 4
754.
756.
769.
655.
533.
6O7.
559.
618.
164.
231.
139.
255.
14O4.
15O9.
1449
1365.
13O7
1366.
1451.
1312.
1596.
1357.
1465.
1364.
1534.
TOTAL
ALKALINITY
MG/L CAC03
336.
328
36O.
276.
3O4.
228.
216.
226.
4S.
BO.
32.
96.
372.
448.
388.
416.
412.
383.
428.
412.
416.
364.
436.
392.
501.
DISSOLVED
SOLIDS
MG/L
413.
430.
472.
347.
329.
359.
381.
377.
124
118.
114.
258.
568.
748.
BOS.
764.
608
705.
734.
866.
7O5.
736.
760.
760.
VOLATILE
SUSPENDED TOTAL SUSPENDED
SOLIDS SOLIDS SOLIDS
MG/L MG/L MG/L
P.
28.
5.
1O.
25.
16.
31.
33.
19.
22.
37.
11.
45.
331.
152.
123.
134
283.
684.
779.
B38
783.
63O.
742.
745.
911.
18.
5.
5.
15.
4.
11.
7.
12.
10.
32.
7.
36.
BOD
MG/L
-1.
3.
1.
-1.
-1.
3.
16.
1.
12
6.
18.
3.
39.
26.
20.
12.
19.
52.
4.
2
9.
6.
COD
MG/L
36.
4
3.
12
6.
13
37.
58.
38.
30.
97.
52.
63.
62.
49.
68.
48.
112.
64.
112
28.
38
29.
31.
CL
MG/L
16.
12.
2B.
6
3
17
23.
39.
4
13.
50.
174.
176.
227.
173.
192.
216.
164
1B4.
235.
1R9.
182.
199.
177
(Ccnti nued'
-------
TABLE B-l. Continued
O
SAMPLE COL LECTION
NUMBFR DATF
32O?O1
320202
320203
320204
321101
32 11 O2
321103
321 104
321201
321202
3212O3
321204
32OP01
320802
320BO3
32O804
32O90J
32O9O2
320703
3209O4
321OO1
321OO2
351003
321004
32O301
10/ 5/76
1 I/ 16/76
4/ 7/77
6/21/77
10/ 5/76
1 1/15/76
4/10/77
6/21/77
1O/ 5/76
1 1/15/76
4/IO/77
6/23/77
1O/ 7/76
1 1 /16/76
4/1O/77
6/2T/77
10/ 7/76
11 / 16/76
I/ 7/77
A/22/77
10/ 5/76
1 ) ,'16/76
4/ 7/77
6/P2/77
1 O / 6/76
DEPTH
M
13. 9
13. '?
13. 9
13. 9
23 O
23. O
23 O
23 0
26 7
26 7
26 7
26. 7
B 0
8 8
8. B
3 B
12 2
12 2
12 r
12 ?
16 5
1 6 5
16 5
16 5
0 7
DISSOLVED CONDUC- TOTAL
TFMP OXYGEN TIVITY ALKALINITY
DtG C MG/L PH UMHOS/CM MG/L CACO3
8. 0
17 0
12. O
15. O
15. O
13. O
1O. O
10. 0
2
0
0.
1
0
o
1.
o
o.
-0
o
-o
o
0
0
0
1 .
3
o.
1
1
5
7
6
7
5
5
4
4
4
)
2
1
1
7
7
7
8
5
9
7
6
7.
7.
7.
7.
7.
7
7
7
7.
7
7.
7.
7
7
7.
7
7.
7
7
7
7
7
5
4
5
5
5
6
5
6
5
6
5
a
4
7
5
3
5
5
6
7
7
3
1357.
1416.
1332
1478.
1363.
1436.
1300
144O.
1 176
1221
1221.
1215.
1584
1483.
120B.
1392.
1476
1336
15O8.
1344.
1414
1349
1470
1O96.
41O.
452.
41O
495.
434
436
412.
43O.
424
416.
42B
393.
3B6.
452
428.
42O
440
436.
422
424
432
434.
DISSOLVED SUSPENDED TOTAL SUSPENDED
SOLIDS SOLIDS SOLIDS SOLIDS HOD
MG/L MG/L MG/L MG/L MG/L
711.
737.
753.
739.
67O.
727.
7O4.
758.
579.
565.
599.
645.
793.
747.
716.
683.
734.
729.
685
594.
702.
7^7.
578.
4.
3.
9.
8.
1.
1.
6.
7.
3.
1.
2.
8.
3.
-1.
7.
2.
1.
9.
19.
3.
-1.
7.
14.
COD
MG/L
24.
16.
30.
25.
34.
28.
27.
IB.
32.
28.
26.
18.
44
28.
41
199.
40
12.
44.
62.
36
16
34.
37
72
CL
MG/L
174.
2OO.
161
19O.
216
182.
152.
185.
14O
131.
162
174.
182.
186.
174.
183.
203.
174.
181.
187.
9T>.
(Continued)
-------
TABLE B-l. Continued
1 »
o
CO
SAMPLE
NUMBER
32O302
330303
32O3O4
33O4O1
320102
32O1O3
32O104
32OSO1
32O5O2
320503
32O504
3213O1
3? 1302
321 3O3
321304
321 101
321402
321403
321 404
321501
321502
3215O3
3215O4
32 1 60 1
321BO1
321EI02
3218O3
321804
321901
321902
321-703
32J9O4
COl (ACTION
DAT I:
1 1 t 1 5/76
4/ 7/77
6 '21/77
1O/ 6/76
1 1 /16/76
4/ B/77
6/21/77
10/ 6/76
1 1 /15/76
4/ 7/77
6/21/77
1O/ 6/76
11/17/76
4/ 9/77
6/23/77
IO/ 7/76
) 1/17/76
4/ 9/77
6/23/77
IO/ 6/76
11/17/76
4/ 9/77
6/23/77
1O/ 7/76
IO/ 7/76
1 1/17/76
4/ B/77
6/23/77
IO/ 6/76.
11/17/76
4/ 8/77
6/23/77
DEPTH
M
8
8
t?
IO.
10
10
10.
8
8.
B
8.
12.
12.
12.
21
21
21.
27
27.
27.
12
! 4.
14.
14.
14.
14.
14.
7
7
7
7
7
7
7
5
5
5
5
6
6
6
8
0
8
4
4
4
3
3
3
3
5
5
5
DISSOLVED CONDUC- TOTAL
TFMP DXYGFN T1VITY ALKALINITY
DEG C MG/L PH UMHOS/CM MG/L CACO3
12.
12.
IO.
IO.
IO.
11.
12.
12.
12.
IO.
8.
15.
O
O
O
0
0
O
0
O
O
O
O
O
2
O.
1
1
2.
O.
2.
1
3.
1
1
O
-O.
1
1.
O.
o.
-o.
0
o.
o.
0.
1.
3.
3.
1.
2.
1.
O.
3.
1.
7
El
5
9
1
B
3
5
2
4
8
6
1
4
1
9
6
1
2
9
5
1
2
1
2
2
2
5
7
6
3
7
7.
7.
7
7.
7.
7.
7.
7.
7
7.
7
7.
7.
7.
7.
7
7.
7.
7.
7.
7
7.
7.
7.
7.
7.
7.
7.
7.
7.
8
4
5
4
8
3
4
3
5
5
6
4
6
3
4
5
5
6
4
6
4
5
6
7
4
3
5
4
3
4
4
1096.
1330.
1440.
838.
882.
129O.
1366.
1276.
1328
1361.
147O.
1119.
1156.
753.
898.
11O7.
126O.
1O08.
1O10.
123O.
1260.
1118.
1232.
1392.
129O.
1386.
127O.
1345.
1197.
1264.
1168
1197.
368.
388.
428.
378.
344.
356.
43O.
394.
412.
384.
47O.
358.
38O.
314.
265.
39O.
428.
38O.
442
436.
4OO.
451.
37O.
396.
388.
38O.
430.
354.
356
348.
349.
VOLATILE
DISSOLVED SUSPENDED TOTAL SUSPENDED
SOLIDS SOLIDS SOLIDS SOLIDS BOD
MG/L MG/L MG/L MG/L MG/L
' 574
749.
813.
418.
478
721.
786.
686.
686.
764.
775.
605
591.
467.
524.
562
575.
488.
54O..
636.
64O.
627.
598
71O.
694.
687.
75O.
764.
614.
614.
671.
723.
1.
-1.
2.
3.
2.
2.
-1.
-1.
1.
2.
1.
2.
2.
14.
-1.
1.
7.
13.
-1.
4.
6.
4.
6.
-1.
2.
4.
-1.
3.
14.
COD
MG/L
im
18.
IO.
74
4.
16
IO
68.
2O.
2O.
15.
16O.
16.
?O.
14.
72.
16.
18
25
4O.
20.
23.
14.
10.
2O.
34
14.
11
16.
20.
IO.
21.
CL
MG/L
145.
177
34.
56
154.
176.
142.
179.
160.
173.
95
119.
77
1O8.
95.
95.
69.
12O
95.
148.
129.
152.
142.
142.
195.
156.
167.
95.
156.
147.
< 52.
(continued)
-------
TABLE B-l. Continued
SIM f IE'G-
SAMPI E BUI FUR
NUMBER MQ/L-3
312)01
31210?
3131O4
316O02
3160O3 -0. 1
310602
310603 -0. 1
31O6O4
324401
321402
32-1103 -0. 1
3244O4
32450)
324 5O?
3345O3 -0. 1
3345O4
3P4-05
3246O1
3246O2
324 6O3 -O. 1
324604
32O101 -O. 1
3201O2
32O1O3 -O 1
32O1O4
TOTAL
COLirURM
#/100ML
1OO.
O
O.
O.
O.
O.
0.
0.
9?. 7
O.
BOO.
1133.
99,9
99,9
90,9
35OO.
1487.
99.9
0.
99.9
99,9
99.9
39OO.
4450.
POO
FECAL
COL1FORM
fl/lOOML
O
0.
O.
O.
O.
O.
O
O.
99.9
O.
0.
134.
99.9
99.9
3.
POO.
235
99.9
0
O.
99. 9
2OO.
1150.
6OO.
0.
TOTAL
ORGANIC
CARPON
MG/L-C
13.
20.
43.
1?.
53.
8.
e5 d .
37.
19.
61
?7.
0
0
3
7
O
1
0
5
5
O
4
DISSOLVED
ORC-'ANIC
CARBON
MG/L -C
15.
3
1.
13.
1 1
12
18.
27.
8.
54.
39
19.
12
12.
5O.
27.
20.
-------
TABLE B-l. Continued
i>
O
PU\ DDE- 1OTAI
SAMPLE SULFUR COLIFORM
NUMllliN MfVL-S tt/lOOML
320201
3P02O2
320r°03 0 7
32oroi
32HO1
32 I I O3
321 I 03 -0 1
321 1O4
32ID01
3212O2
321203 -0. 1
3212O4
320901
32OHO2
320BO3 1 6
320004
32O9O1
32O9O2
320903 i . 0
32O"7O4
321OO1
321 OO£
321003 0 2
321004
320301
160O
2OOO
67OO
0
O
0.
IT).
0
1100
2OO
3
345O
99, V
O.
250O
7707.
1200
0.
3O50.
5O7.
1OO.
0
B050.
15O.
99,9
TOTAL DISSOLVED TOTAL SOI UBLF
FECAL ORGANIC ORGANIC ORGANIC ORGANIC
COLIFORM CARHON CARHON NITROGFN NITROGEN
K/1OOI1L MC/L-C MG/L-C MG/L-N MG/L-N
1OO
7OO.
475.
0.
O.
0.
O.
0.
O.
0
0
18OO.
0.
O.
O.
77O7.
O.
0.
112
305.
0.
0.
71.
94.
14OO.
9.
19
6
6.
6.
25.
8.
6.
32.
65.
8.
20.
24.
9.
29.
20.
27.
1
O
1
2
6
5
4
4
4
9
2
4
1
2
3
0
9
-O.
-O.
0.
-O
-0.
-0.
0.
-O.
-O.
-0.
-O
7.
-O.
-0.
5.
-O.
-O.
1
1
1
1
1
1
1
1
1
1
1
O
1
1
O
1
1
NH4
MG/L- N
11. I
16. 0
17. O
34. 1
21. 5
23. O
12. 6
21. 0
24. 1
3O. 0
19. 5
24. 3
0. 1
24. O
IB. 5
35. 4
9. 9
13. 4
19. 8
31. 9
20. 2
20. 6
11. 3
29. 1
3. 9
TOTAL SOLUBLE
N03 PHOSPHORUS PHOSPHORUS
MG/L-N MG/L-P MG/L-P
1. O
2. 9
0. 1
-O. 1
1. 3
1. 7
0. 1
0. 1
O. 3
2. 5
-O. 1
-O. 1
1. 5
1. 6
0. 1
O. 2
1. 2
1. 3
-O. 1
0. 2
1. 5
1. B
-O. 1
-O. 1
3. 2
8.
1O.
6.
9.
3.
3.
3.
3.
O.
O.
0.
O.
5.
2.
8.
14.
13.
1.
7.
8.
6.
5.
5.
V.
2.
10
OO
70
70
7O
4O
1O
20
O6
12
O6
2O
OO
5O
9O
OO
00
20
SO
6O
OO
90
30
6O
9O
SOLUBLE
ORTHO-
PHOSPHATE
MG/L-P
7. SO
8. 9O
6. 3O
9. 40
3 4O
3. 40
3. 10
3. 2O
O. 04
O. O7
O. O6
O. 15
4. 2O
2. 20
8. 90
1O. 2O
7. 00
I. 20
7. 3O
8. 40
3. 50
5. 90
5. OO
9. 60
2. 9O
(Continued)
-------
TABLE B-l. Continued
BUI FlPfr-
SAMPl. E SULFUR
NUMBER MG/L -C3
32O302
3?.O303 -0. !
330304
32O101
3201 ng;
320-lor! -O 1
320104
3205O1
320502
320503 -0. 1
320r>04
331301
3213O?
3213O3 -O. 1
321 3O4
331101
32140?
3214O3 -O. 1
3214O4
321501
32 ISO?
3215O3 -0. 1
32 ISO 4
3216O1
321001
321002
321 HOG -O. 1
22 ISO 4
321901
321902
321903 -O. 1
3219O4
TOTAL DISSOLVED TOTAL SOLUBLE
T01AL FECAL ORGANIC ORGANIC ORGANIC ORGANIC
COL IFORM COLIFDRM CARHUN CARDCIN NITROGEN NITROGEN
tt/lOOML »/lOOML MP/L-C MG/L -C MG/L-N MG/L-N
O
an
9?O
700
0
O
1C)
300.
O
1 1
6
99,9
166
0.
O
200.
0
112.
0.
99,9
333.
O
O
0.
O.
150.
6
4VOO
100
0.
7
0.
O.
O
0
?OO.
0
O.
0.
100.
O.
0.
0.
0.
0.
0.
0.
O.
O
O.
O
O.
0
O.
O.
O.
O.
0
O.
733.
O.
O.
O
O.
O.
-0.
A.
27. 0
2.
9 3 -O.
3 S
20. O
-O.
10. 6 O.
24. 2
-O.
12.2 1.
6. 6 1.
15. 6
-O.
-0.
8 5 2.
17. 2
0.
17. 5 2..
10. 0 2.
6 9
3. 7
CO -O
O. O -O.
O. O -O.
3 f 0 O
0. O 7.
O O -0.
0. O 0.
B
1
1
5
I
1
6
1
0
4
1
1
9
1
6
4
1
1
1
O
.1
7
NH4
MG/L-N
3
6.
16.
10.
4.
6.
4
6.
1O.
9.
19.
3.
4.
O.
3.
11.
12.
B.
19.
12.
13.
8.
13
5.
9.
12.
7.
1O.
1O.
8.
2.
2.
O
9
B
O
2
9
2
3
1
2
3
9
5
8
4
9
3
2
5
5
O
O
2
8
9
4
O
4
O
6
8
1
TOTAL SOLUBLE
N03 PHOSPHORUS PHOSPHORUS
MG/L-N MG/L-P MG/L-P
1.
O.
0.
5.
2.
O.
-O
5.
2
0
O
8.
0.
O
1.
-O.
0.
3
-0.
-O.
3.
1.
O.
-0.
3.
3.
10.
8
5
4
6
2.
3
1
6
6
3
3
3
a
4
5
1
1
2
1
1
1
9
1
1
2
8
3
2.
3
3.
1.
3.
3.
3.
3
3.
5.
2.
3.
S.
2.
2.
O.
O.
O.
O.
O.
0.
0.
O
3
2.
3.
2.
4.
1.
2
2.
2
90
OO
40
3O
40
2O
1O
7O
40
30
OO
7O
40
6O
4O
14
17
O4
26
04
O9
06
19
2O
20
70
SO
1O
9O
9O
50
9O
SOLUBLE
ORTHO-
PHOSPHATE
MG/L-P
2. 60
2. 90
3. 20
1 2O
3. 4O
3 00
2. 90
3. 40
3. 20
O. 30
1. 9O
3. 20
5. 10
2. 5O
2. 2O
O. 1O
0. 19
O. O3
0. 24
O. O4
0. 04
0. 06
O. 14
2. 6O
1. 7O
3. 20
2. 7O
3. 7O
1. 40
2. 7O
2. 3O
2. 60
"
(Continued)
-------
TABLE B-l. Continued
SAMPLE
NUMBER
31P1O1
3J2JO2
3I?104
31t,00?
316OO3
310*02
310603
310604
3244O1
3244O2
324*03
321404
324501
324002
324503
324504
324^05
3246O1
3246O2
3246O3
324604
32O1O1
3201 O2
320 1O3
320)04
SO4
MG/L -3O4
44.
44
12.
?5.
n.
5O
:.
43.
12.
1 7.
10.
5.
58.
61
57.
53.
54.
43.
47.
45.
75
16.
f-.\
MG/L -AL
-0. 3
0. 4
-0. 3
O 3
-1 0
1. 5
-t 0
-0. 3
-0 3
0. 7
-I. 0
-0 3
-O 3
O. 4
-1. 0
-0. 3
-0. 3
-0. 3
O. 4
-1. O
-O. 3
-0. 3
0. 7
-1 O
-0. 3
AS
UG/L-AS
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-1O.
-10.
-10.
-10
14.
-10.
-10.
-10.
18.
11.
-10.
23.
-10.
-10.
B
UG/l.-B
395.
P8F)
47.
68
304
237.
215
222
.'56.
41
38.
897.
665.
475.
602
484
823.
667.
577.
636
518.
8OO.
625.
562.
cn
UG/L-CD
-20.
-20.
-2O.
-20
-SO
-2O.
-20.
-2O.
-20.
-2O.
-2O
-2O.
-2O.
-2O.
-2O.
-2O.
-2O.
-2O.
CA
MC/L-CA
132 O
81. 0
75 O
76. O
67. 0
66 O
57. O
73. 0
5. 0
1O. O
23. O
6O. O
54. 0
00. O
63. 0
650. 0
58. 0
73. O
75. O
74. 0
53. 0
75. O
64. O
89.0
CO
UG/L-CO
-so.
-50
-50.
-20.
-5O.
-20.
-5O.
-50.
-2O.
-50.
-5O.
-2O.
-50.
-50.
-20.
-50.
-SO.
-2O.
CR
UG/I -CR
-2O.
-50
-20
-SO.
-5O.
-5O.
-SO.
-20.
-2O.
-50.
-50.
-2O.
-2O.
-SO.
-50.
-20.
-20.
-20.
-50.
-50.
-2O.
-2O.
-50.
-SO.
_^Q__
CU
(ic/i -rn
-2O.
24.
-20.
30.
-100.
135.
-100.
-20
-2O.
-2O.
-1OO.
-30.
-2O.
-20.
-1OO.
-2O.
-2O.
-2O.
4O.
-1OO.
-2O.
-2O.
22.
-100.
-20.
FE
MR /I -FF
-0 2
-O. 1
-O. 2
-O. 1
-0. 5
1. 2
-O. 5
-0. 2
-O. 2
O. 2
-O. 3
1. 1
-O. 2
-0. 1
-O. 3
-0. 2
0. 2
-O. 2
0. 4
-O. 5
-O. 2
1. 4
2. 9
a "
PB
-1OO.
-100.
-100.
-2OO.
-10O.
-20O.
-1OO.
-100.
-2OO.
-10O.
-1OO.
-2OO.
-10O.
-100.
-2OO.
-1OO.
-1OO.
-200.
MG
I1"?'! -1C?
46. O
36. O
4O. O
33. O
36. O
38. O
32. O
30. O
6. 0
1. 0
3. O
6. O
4O. O
34. 0
38. 0
34. O
33. O
4O. O
35. O
36. O
35. 0
41. O
48. O
38. 0
_JO_fl
MN
-O O5
-O O5
-O. O5
-O. 05
-O. 10
-0. 05
-0. 1O
-O. 05
-O. O5
-0. O5
-O 10
O. 10
O. O6
-O. 05
-o. io
-O. O5
-0. 05
-0. O5
O. OO
-O. 10
-O. O5
0. O7
O. 36
O 46
" 14
(Continued)
-------
TABLE B-l. Continued
SAMPLE
NUMBER
32O201
320202
32O2O3
32O204
331101
321102
321 103
331 J "4
321201
3212O2
321203
321204
320R01
32O802
32OB03
32ORO4
J2O9O1
32O9O?
320903
320904
321O01
321002
321003
321004
32030 1
GO^l
MG/1 -304
P>7
25
41
14.
PI.
2^
23.
37.
7>5.
r"?
26.
T'9.
5S.
33.
3 1 .
15.
so
12.
1 1 .
2O.
^'O.
1 4.
AL
MG/L--AL
0. 3
0 8
-1 0
-Q. 3
3. 5
1 ?
-1. O
-O 3
O. 6
0 7
-1. O
-0. 3
-0 3
O. 7
-1. O
-0. 3
0 5
-1.0
0 V
-0 3
1 2
-1 0
0. 9
-O. 3
AS
UGYL-AS
15.
-1O.
-10.
16.
46O.
12.
29.
34.
-10.
3O.
-1O.
-10.
1O.
-10.
-10.
26.
16.
-1O.
29.
31.
38
14.
22.
3O.
B
UC/L-I3
5?9.
772.
602.
639.
653.
576.
612.
624.
330.
512.
555.
535.
639.
688
547.
728.
997.
617.
563.
5?0.
973
620.
6?2.
CD
UG/L-CD
-2O.
-20.
-20
-20.
-20.
-2O.
-2O.
-2O.
-2O.
-2O.
-2O.
-20
-20.
-20.
-2O.
-20
-2O.
-2O.
-2O
CA
MG/L-CA
58 O
58. O
82. 0
BO. O
129. 0
1O8. 0
59. 0
68 0
52. O
86. O
51. 0
56. O
103. O
65. O
75. O
77. 0
65. O
49. O
72. 0
B5. 0
42. 0
39. O
74. O
65 O
78 O
CO
UG/L-CO
-5O.
-50.
-2O,
-50.
-50.
-2O
-5O.
-50.
-2O.
-SO.
-50.
-2O.
-5O.
-50.
-2O.
-50.
-50.
-2O.
-5O
CR
UG/L-CR
-20.
-5O.
-50.
-20.
-20.
-5O.
-50.
-20.
-2O.
-5O.
-5O.
-20.
-2O.
-50.
-5O.
-2O.
-50.
-50.
-2O.
-20.
-5O.
-50.
-20
-2O
CU
UG/L-CU
-2O
-2O.
-100.
-2O.
33.
31.
-10O.
-20.
-2O.
-2O.
-1OO.
-20.
-2O.
-2O
-10O.
-2O.
-2O.
-10O.
-2O.
-20
31
-1OO.
-2O.
-?o
FE
Ma /I -FE
1. 3
1 4
2. 1
1. 2
3. 6
2. 6
2. 6
2. 0
1. 9
O 6
1. 5
3. 3
3. 2
1 2
1. 1
1. 6
2 1
1. 7
-0. 2
2. 9
2. 5
1. 9
-o y
PB
UG/I -PR
-1OO.
-1OO.
-2OO.
-1OO.
-100.
-2OO.
-1OO.
-1OO.
-200.
-1OO.
-1OO.
-200.
-1OO.
-100.
-2OO.
-1OO.
-1OO.
-2OO.
-inn
MG
MO /I -MC
46. O
38. O
37. 0
34 0
83. 0
4O. O
37. 0
36. O
4O O
33. O
38 O
35. 0
48. O
31 O
36. O
43. O
38. O
35. 0
37. O
36. 0
37. O
40. O
36. O
44 n
UN
MC/I _MM
0 19
0. 29
0. 30
0. 22
0. 16
0. 10
-O. 1O
0. O8
-O. 05
0 14
O. 13
O J6
O. 37
O. 67
0. 23
O 5O
0 65
O. 5*
0 46
O O9
0. 34
0. 38
0. 56
1 ST
(Continued)
-------
TABLE B-l. Continued
SAlr'LE
N'JMIIE.R
32o:.ir2
320303
32O304
320401
3201O2
320 '103
32O4O4
32OSO1
320T,02
32O-503
D20?04
32 1 30 i
32 1 T
32) POJ
321B04
321701
321702
321903
321904
SO1
HG/l -S04
14
66
00
77
11.
54
1.2 .
25
37.
72
3B.
31.
34.
24
P3.
32.
32.
27.
36.
14.
1 1
9
14.
44
14
/)5
52.
55
41.
46.
47.
41.
Al
MO /I -AL
O. 5
-1 0
-O 3
- 0 3
0 6
-). O
-0 3
-O 3
O B
-1 O
-0. 3
-O 3
2 0
-1. 0
-0. 3
-0. 3
3 4
-1. O
1 6
1 3
1. 5
-1 0
-O. 3
1. 5
1 3
o e-
-1.0
-0. 3
-0. 3
0. 7
-1 0
-0. 3
AS
UG/L-AS
2B.
24
27.
17.
16.
17
27.
43.
53.
32.
37.
15.
36.
-1O.
-10.
-1O.
-10.
-1O.
-10.
-10.
-1O
-1O.
-30.
-10.
15
32.
13.
17.
-10.
-10.
14.
-1O.
n
UG/L-B
357.
571.
563.
O66.
366
5O3
553
430.
547.
576.
554
447
47O.
180.
196.
546.
365
434
37O
644.
446.
447.
453.
974.
570
f.O6.
63O
717.
570
475
440
CD
UG/L-CD
-20.
-2O
-20.
-20.
-20
-2O.
-2O.
-20.
-2O.
-20.
-20.
-20.
-2O.
-2O.
-2O.
-2O.
-2O.
-20.
-20.
-2O
-20.
-2O.
-2O.
-20.
CA
MCVL-CA
74. 0
75. 0
85. 0
57. O
21. 0
72. 0
84. O
73. 0
47. O
83. O
79. O
67. O
78. O
67. O
75 O
5B. O
67. O
52. 0
73. 0
73. O
77. O
61. O
73. O
60. 0
86. 0
65. O
81. O
78 0
62. 0
47. 0
77. O
BO 0
CO
UG/L-CO
-50.
-20
-so.
-50.
-20.
-5O.
-50.
-2O.
-5O.
-50.
-20.
-50.
-5O
-20
-5O.
-5O.
-2O.
-50.
-5O
-50.
-2O
-50.
-50.
-2O.
CR
UG/L-CR
-DO.
-50.
-20.
-2O.
-50.
-50.
-20.
-20.
-50.
-50.
-20.
-2O.
-50.
-50
-20.
-20.
-50.
-SO.
-2O.
-20.
-SO.
-50.
-20.
-2O.
-20.
-SO
-50.
-2O.
-20
-50
-5O.
-2O-
CU
-20.
-100.
-20.
-2O.
-20.
-100.
-2O.
-2O.
-20.
-10O.
85.
-20.
27.
-1OO.
-2O.
23.
377.
-10O.
-2O.
29.
-2O.
-1OO.
-20.
176.
92.
-20.
-100.
-20.
-20.
-2O.
-10O.
-2O
FE
MG/L-FE
-O. 1
O. 6
O. 8
0. 3
-O 1
-0. 5
-0. 2
-O. 2
-O. 1
O. 5
2. 4
0. 2
3. 4
2. 6
3. 1
O. 2
3. 4
O. 7
2. 7
2. 9
1. 7
-O. 5
O. 7
1.3
3. 3
O. 1
-O. 5
-O. 2
-O 2
O 4
-O. 5
O. 7
PB
UG/L-PB
-1OO.
-2OO.
-10O.
-1OO.
-2OO.
-1OO.
-10O.
-20O.
-10O.
-10O.
-2OO.
-too.
-1OO.
-2OO.
-1OO
-200.
-1OO.
-loo.
- 100.
-200.
-100.
-100.
-2OO.
MG
MG/L-MG
32. O
4O. O
38. O
32 0
33. 0
32. O
36. O
39. O
32 0
40. O
38. O
41. 0
31. O
34. 0
33. O
37 O
27. O
30. O
33 O
46. O
39. O
32. O
31. 0
42. O
48. O
32. 0
38. O
4O. O
37. 0
31. O
36. O
37. O
MN
MG/L-NN
1 23
1. 22
I. 13
0. 23
O. 78
O. 86
O 74
1. Ol
1. 3)
1 39
1 11
2. 37
1. 84
2. 52
2. 17
-O. 0"5
0. 27
0. 23
O. 14
-O. 05
O. 27
0. 23
0. 22
0 57
0 B7
0 80
0. 86
O. 78
O 16
O. 32
-O. 1O
0. 14
(Continued)
-------
TABLE' B-l. Continued
SAMPLE
NUMBER
312101
312102
3121O4
316OQ2
316O03
310602
31O603
31O604
324401
324402
324403
324404
3245O1
3245O2
3245O3
324304
324505
3246O1
324602
3246O3
3246O4
32O1O1
32O102
320103
320 1O4
HG
UG/L-HG
-2 0
-1. O
-1. O
-0. 5
-I. 0
-O 5
-2 O
-I. 0
-O. 5
-2. 0
-1. 0
O. 6
-2 0
-1. O
-O. 5
-2. O
-1 0
-0 3
Nl
UG/L-NI
-30.
-SO.
-1OO.
-30.
-50.
-30.
-30.
-10O.
-30.
-50.
-50.
-100.
-so.
-so.
-50.
-1OO
-1OO.
-50.
-50.
-50.
-1OO.
-30.
-SO.
-5O.
-too.
K
MG/L-K
3. 3
2. 8
1. 3
1. 7
-1. 0
2. 8
1. 3
0. 9
4. 8
4. 7
1. 8
3. 3
15. 0
14. 9
9. 1
16. 4
16. 4
16. O
14. 7
9. 1
IS. 2
14. 7
13. O
13. 2
16. 4
NA
MC/L-NA
2. 8
&. 3
3. 4
4. 2
4. a
23. O
13. 3
4. 7
9. 4
12. 0
29. O
105. O
132. 0
164. O
170. O
181. 0
1O2. O
131. O
144. O
212. 0
119. O
14O. O
149. 0
170. 0
ZN
UG/L-ZN
SOI.
-2O.
39O.
2O.
-SO.
-20.
139.
37OO.
-20
-2O.
-30.
-20.
-2O.
-2O.
-SO.
-20.
-20.
-20.
242.
-3O.
35.
-20.
163.
-5O.
226O,
SE
UG/L-SE
-1O.
-10.
-10.
-1O.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
26.
-10.
-10.
-10.
-10.
-JO.
ENDRZN
NG/L
-0. 03
-0. 03
-0. 03
-O. O3
-O. O3
-0. 03
-O. O3
-O. O3
-O. 03
-O. O3
-0. 03
-0. O3
-0. 03
-O. O3
-O. O3
-0. 03
-O. O3
-0. O3
-O. O3
-0. 03
-0. O3
-0. O3
-0. 03
-O. 03
-O. O3
LINDANE
NC/L
IS. 7O
-O. 20
1. 00
-0. 20
O. 3O
3. 6O
20. 70
3. 40
124. 00
1. 00
8. 00
9. 30
159. 00
7. 30
0. 00
7. 30
3. OO
10B. OO
22. 60
18. 30
14. 7O
-1. 00
10. 90
1. 10
B ftO
HETHQXY-
CHLOR
NO/L
-O. Ol
-0, 01
-O. 01
-O. Ol
-0. 01
-0. Ol
-0. 01
-0. 01
-0. 01
-O. 01
-0. 01
-0. 01
~0. 01
-O. Ol
-0. 01
-O. Ol
-0. Ol
-O. 01
-0. Ol
-O. Ol
-0. Ol
-O. 01
-0. Ol
-O. Ol
-0 Ol
TOXA-
PHENE
IMO/l
-O. 1
-O. 1
-0. 1
-O. 1
-O. 1
-O. 1
-0. 1
-0. 1
-0. 1
-0. 1
-0. 1
-0. 1
-0. 1
-0. 1
-0. 1
-O. 1
-O. 1
-0. 1
-O. 1
-O. 1
-0. 1
-0. 1
-0. 1
-O. 1
-O 1
2, 4-D
WfS/J
114. OO
-3. OO
1. OO
11. 00
17. OO
-3. OO
36. 00
9. 00
66. OO
13. 00
2. 00
34 OO
54. OO
21. OO
11. 00
147. OO
-3. 00
22. 00
43. OO
116. 00
-5. OO
118. OO
:>n on
2, 4, 5 TP
SILVEX
MC /I
154. 0
127. O
10. 9
38. 2
22. 4
141. 0
22. 3
5. 2
20. 8
79. 7
38. 2
29. 9
14. O
46. 2
24. 2
21. 8
27. 2
16. 3
25. 0
11. 9
11. 5
77. 0
6. 7
33. 2
1<3 T
(Continued)
-------
TABLE B-l. Continued
SAMPLE
NUMBER
3202O1
32O202
320303
32O204
321101
321102
321 1O3
321104
321201
3212O2
3212O3
3212O4
320901
3208O2
32O8O3
32O8O4
32O901
320902
320903
32O904
321001
321002
321OO3
321OO4
320301
HG
UG/L-HG
-2. 0
-1. O
-O. S
-2. 0
-1. O
-0. 5
-2. O
-1. O
-0. 5
-2. O
-1. O
-O. 3
-2. 0
-1. 0
-0. 3
-2. 0
-1. O
-O. 3
-2. O
NI
UG/L-NI
-3O.
-50.
-SO.
-too.
-SO.
-SO.
-SO.
-1OO.
-SO.
-SO.
-50.
-100.
-50.
-SO.
-30.
-SO.
-30.
-SO.
-too.
-SO.
-SO.
-3O.
-1OO.
-SO.
K
MG/L-K
16. 4
14. 7
8. 9
17. 3
16. 4
14. 1
9. 3
13. 8
14. 6
13. &
9.9
IS. 8
8. 8
12. 3
9. 3
13. 3
12. 3
10. 0
17. 3
14. 6
14. 1
8. 6
18. 9
7. 3
NA
MG/L-NA
121 O
136. 0
15S. O
168. O
108. O
138. 0
160. O
177. O
84. 0
87. O
116. 0
133. 0
90. 0
96. O
ISO. O
1O8. 0
136. 0
143. O
184. O
106. 0
145. 0
134. O
176. O
73. O
ZN
UC/U-ZN
37.
64.
-30.
1320.
266.
39.
-so.
22OO.
-20.
111.
-50.
112.
-20.
-20.
-SO.
-20.
-20.
-50.
-20.
-20.
-20.
-30.
-20.
-20.
SE
UO/L-SE
-10.
-10.
-1O.
-10.
-1O.
-1O.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
ENDRIN
NO/L
-O. 03
-O. 03
-0. 03
-O. 03
-O. O3
-O. O3
-O. O3
-O. O3
-O. O3
-O. 03
-0. 03
-0. O3
-0. 03
-O. O3
-O. 03
-0.03
-0. 03
-0. O3
-0. 03
-O. O3
-0. 03
-0. 03
-O. O3
-O. O3
-0. 03
L1NDANE
NG/L
7.
28.
164
434.
74.
1.
16.
37.
12.
3.
69.
233.
-1.
9.
-1.
8.
1360.
-1.
2.
213.
1219.
2.
40
2O
00
4O
80
30
9O
OO
00
OO
90
2O
00
30
00
OO
OO
00
60
00
OO
90
METHOXY-
CHLOR
NG/L
-0. Ol
-O. Ol
-0. 01
-0. Ol
-0. 01
-O. Ol
-0. Ol
-0. 01
-0. 01
-0. 01
-0. 01
-O. Ol
-O. Ol
-0. 01
-0. 01
-0. 01
-0. 01
-O. 01
-0. 01
-O. 01
-O. Ol
-O. Ol
-0. 01
-0. 01
-0. 01
TQXA-
PHENE
NG/L
-O.
-O.
-0.
-O.
-O.
-O.
-0.
-O.
-0.
-0.
-0.
-O.
-0.
-0.
-O.
-0.
-0.
-O.
-0.
-0.
-0.
-O.
-O.
-O.
-O.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2, 4-D
NG/L
223.
-3.
44.
3.
336.
-3.
8.
51.
-5.
44.
20.
133.
-3.
12.
366.
-3.
49.
-1.
77.
-3.
60.
6.
-33
00
00
OO
OO
00
OO
00
00
00
00
00
00
OO
00
OO
OO
00
OO
40
00
00
00
OO
2, 4, 3 TP
SILVEX
NG/L
63. O
46 9
29. O
24. 4
44. 4
89. O
12. 8
19. 7
84. 7
23. 5
7. 7
82. 9
76. 2
58. 6
19. 8
82. 7
20. 9
16. 7
42. 9
4O. 3
2O. 7
4. 3
87 O
(Continued)
-------
TABLE B-l. Continued
SAMPLE
NUMBER
320302
3203O3
320304
3204O1
32O4O2
3204O3
320404
320301
320302
32O503
320304
321301
321302
3213O3
3213O4
321401
321402
321403
3214O4
331501
321302
321303
321504
3216O1
321BO1
321802
321803
321804
321901
321902
321903
321904
HO
UG/L-HG
-1. 0
-0. 3
-2. 0
-1. 0
O. 6
-2. 0
-1. O
-O. 3
-2. 0
-1. 0
-O. 5
-2. O
-1. 0
-0. S
-S. 0
-1. 0
-O. 3
-2. 0
-2. 0
-1. 0
-O. 3
-2. 0
-1. 0
-O. 3
NI
UG/L-NI
-30.
-SO.
-100.
-50.
-30.
-30.
-10O.
-30.
-50.
-SO.
-1OO.
-5O.
-30.
-5O.
-1OO.
-SO.
-50.
-30.
-1OO.
-SO.
-30.
-SO.
-100.
-SO.
-30.
-50.
-50.
-1OO.
-SO.
-3O.
-SO.
-100.
K
MG/L-K
3. 6
8. 2
16. 7
8. 3
3 0
8. 2
14. S
12.0
12. 3
8. 6
17. 3
:, '>
33. O
13. 6
12. 1
63. 6
100. 0
19. 2
8. 3
24. 6
93. 7
27. 0
8. 3
24. 7
67. 0
28. 2
17. 5
19. 8
134. O
12. 6
10. 3
12. 0
-3. 3
8. 9
18. 2
12. 3
43. 7
19. 2
A 1
-------
TABIE B-2. SOIL DATA
co
SAMPLE
NUHBER
324O5 1
324O6 1
32406 2
32409,1
32409 2
324OV 3
32409*1
32409 5
32410 1
3241O2
32412 1
324122
324123
324161
324191
COLLECTION
DATE
10/ 1/76
10/ 7/76
1O/ 7/76
1O/ 3/76
1O/ 3/76
1O/ 3/76
1Q/ 3/76
1O/ 4/76
1O/ 6/76
1O/ 6/76
O/ O/ O
O/ O/ 0
1O/ 3/76
10/ 6/76
10/ 6/76
DEPTH
M
B. 3
IB. 7
21. 7
5. 5
6. 1
a. 5
9. B
11. 6
2.7
16. 2
16. 9
24. 2
28. 1
12. 8
14. 1
INORGANIC
NITROGEN
PH UG/GM-N
8. 6
B 7
9. O
8. 8
8. 6
8. B
9. O
9. 0
8. 3
8. 5
B. 5
9. 2
8. 5
8. 5
9. 0
32. 8
39. 7
41 2
61. 9
22. 1
14. B
21. 6
22 6
33. 0
34. 1
86. 4
24. 6
23. S
33. 4
8. 0
TOTAL
ORGANIC
NITROGEN
UG/GM-N
16.
IB.
25.
27.
1OO.
28.
2O.
17.
227.
28.
29.
26.
6.
7.
321.
TOTAL
PHOSPHORUS
UG/GH-P
160.
206.
2O1.
231.
192.
168.
223.
258.
337.
183.
40O.
259.
162.
167.
79.
AVAILABLE
PHOSPHORUS
UG/GM-P
7.
I.
1.
14
9.
6.
5.
13.
20.
9.
13.
7.
3.
7.
7.
TOTAL
SULFUR
UG/GM-F;
85.
85.
65.
359.
556.
264.
367.
129.
385.
74.
1O7.
11B.
136.
64.
BO
(Continued)
-------
TABLC B-2. Continued
SAMPLE
NUMBER
324051
324O6 1
32406 1
324091
32409 2
324O9 J
324094
324095
324101
3241O2
324121
32412~2
324123
324161
3241-71
CATION
EX-CAP
MEQ/1OOG
O
O.
O.
0,
O.
O.
O.
0.
O
O
1.
O.
0.
O.
0.
77
89
26
50
85
61
38
29
86
24
14
64
39
25
33
EXTR.
AL
UG/GM
-5.
-5.
-5.
-5.
-5.
-5.
-5.
-5.
-5.
-5.
-5.
-3.
-5.
-5.
-5.
EXTR.
B
UG/GM
0.
0
O.
O.
O.
O.
0.
0.
O.
0.
O.
O.
0.
O.
O.
23
43
44
35
48
5B
42
30
29
24
41
34
31
39
35
EXTR
CD
UG/GM
-O.
0
-0.
-0.
O.
0.
O.
O.
O.
O.
O
-0.
-O.
-0.
O.
02
O2
O2
O2
O4
03
O2
03
O6
03
O5
O2
O2
O2
O4
EXCH.
CA
UG/GM
1.
2.
1.
1.
1.
2.
1.
1.
1.
1.
2.
2.
1.
1.
1.
92
17
38
45
76
72
3O
O2
72
72
63
52
33
26
74
EXTR.
CD
UG/GM
-0.
-0.
-0.
-O.
-O.
-0.
-O.
-0.
-0.
-0.
-O.
-O.
-O.
-0.
-O.
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
EXTR.
CR
UG/GM
-0.
-O.
-O
-O.
O.
0.
O.
-O.
-O.
-O.
-0.
-O.
O.
-0.
O.
OS
OS
OS
05
O3
05
03
O5
O5
05
05
O3
O5
05
03
EXTR.
CU
UG/GM
O.
O.
0.
0.
0.
2.
1.
1.
1.
1.
1.
O.
O.
0.
1.
3
2
2
6
a
0
i
i
9
O
3
6
7
2
8
EXTR.
FE
UG/GM
9.
11.
14.
18.
15.
44.
28.
23.
4O.
31.
52.
2O.
34.
15.
9.
EXTR.
PB
UG/GM
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-1. 2
-I. 2
-1 2
--1. 2
-1. 2
EXCH.
MG
MG/GM
O.
O.
O.
O.
O.
0.
O
O.
O.
0.
0.
O.
O.
O.
O.
O3
O3
O2
02
02
03
Ol
O2
O2
02
03
O4
03
O2
O3
EXTR.
HG
UG/GM
25.
1O.
6.
7.
8.
14.
11.
1O.
41.
It.
2O.
18.
13.
7.
8.
(Continued)
-------
TABLE B-2. Continued
SAMPLE
NUMBER
324051
324O61
324062
324O91
324O92
324OV3
324094
324O95
324101
324102
324121
324122
324123
324161
324191
EXTR. EXCH.
NI K
UG/GM MG/GM
-O.
-O.
-O.
-O.
O.
O.
O.
O.
0.
-O.
-0.
O.
0.
-O.
-O.
23
23
25
25
66
67
55
55
7Q
25
25
44
78
25
25
O.
0.
0.
0.
O.
O.
O.
O.
O
0.
O.
O.
o.
o.
o.
O18
017
OOB
OO9
Oil
O22
Oil
O06
O2O
oie
O43
O3O
O16
009
023
EXCH.
NA
MG/GM
0. Ol
-O. Ol
-O. Ol
O. Ol
O. Ol
-O. 01
-O. Ol
-O. 01
O. 01
O. Ol
O. O7
0. O7
O. 02
0. 02
O. Ol
EXTR.
ZN ENDRIN LINDANE METHOX YCHLOR
UG/GM NG/GM NG/GM NG/GM
O.
0.
O.
1.
2.
12.
4.
3.
4.
1.
3.
O.
1.
O.
O.
37
29
61
97 -O. 6 25O. -O. Ol
43 -O. 6 1116. -O. Ol
OO
18
31
26 -0. 6 48O. -O. 01
79 -O. 6 485. -0. 01
27
78
02
39
47
TOTAL
TOXAPHENE 2, 4-D SILVEX AL
NG/GM NG/GM NG/GM MG/GM
3.
3.
3.
-0. 6 -0. 13 O. 87 5.
-O. 6 -O. 13 1. 21 4.
4.
4.
3
-O. 6 -O. 13 2. 43 3.
-0. 6 -0. 13 2. 26 2.
3.
1.
2.
3.
4.
2
5
7
4
6
4
6
1
4
1
O
9
6
6
6
TOTAL
CD
UG/GM
-2.
o
-2.
_o
-2.
-2.
-2.
-2.
-2.
-2.
-2.
-2.
-2.
-2.
-2.
TOTAL
CA
UG/GM
28.
21.
34.
21.
23.
43.
28.
34.
20.
19.
51.
36.
19.
19.
39.
(Continued)
-------
TABLE B-2. Continued
IV)
SAMPLE
NUMBER
324O51
024061
324O62
324O91
324092
324O93
324094
324095
3241O1
324102
324121
324122
3241S3
32416]
32419 1
TOTAL
CO
UG/GM
3.
-2.
-2.
-2.
2.
2.
2.
2.
2.
2.
3.
2.
-2.
2.
2.
TOTAL
CR
UG/GM
12.
11.
12
9.
8.
12.
9.
9.
11.
a.
9.
8.
9.
16.
16.
TOTAL
CU
UG/GM
7.
6.
5.
3
6.
B.
3.
7.
9.
4.
7.
5.
5.
5.
11.
TOTAL
FE
MG/GM
3. 1
2. 9
3. 2
2. 9
2. 9
3. 1
2. 9
2. 9
3. 1
2 8
3. O
2. 7
2. 9
3. 2
3. 0
TOTAL
PB
UG/GM
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
-10.
TOTAL
MG
MG/GM
6. 8
4. 8
7. 3
2. 6
3. 3
11. O
3. 6
5. 9
2. 7
3. 4
9. 0
7. 1
4. O
3. 1
9. 1
TOTAL
«N
UG/GM
180.
115.
116
BO.
86
107.
91.
100.
1O9.
ISO.
141.
98.
91.
119.
126.
TOTAL
HG
UG/GM
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
«
-1.
-1.
- -I. ,
TOTAL
NI
UG/GM
13.
12.
12.
12.
11.
IS.
11.
15.
12.
9.
16.
11.
1O.
9.
12
TOTAL
K
MG/GM
5.
6.
4
7.
5.
5.
4.
4.
5.
4.
g.
5.
4.
5.
5
TOTAL
NA
UG/GM
2. 1
1. 4
1. 4
1. 6
2. O
2. 6
2. 5
1. 8
2. 5
1. 3
1. O
O. 7
2. 6
2. 2
1 H
TOTAL
ZN
UG/GM
15.
14.
15.
14.
16.
46.
19.
18.
22.
a.
32.
B.
17.
12.
13
TOTAL
AS
UG/GM
4.
2.
3.
1.
1.
1.
2.
1.
2.
1.
2.
2.
1.
-1.
=J
TOTAL
SE
UG/GM
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
-1.
_!
-1.
-1.
-1.
-1.
-4^
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APPENDIX C
EXISTING WELL LOCATIONS AND WATER TABLE ELEVATION
122
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EXISTING WELLS - LOCATION & WATER TABLE ELEVATION
No. 1
Looftion - 112 West Madison - 113' N. of E. Madison Avenue
Owner - Howard Drake
871.64 B.M. Elev. - TOC
53.59 B.M. to SWL
818.05 SWL Elev.
No. 2
Location - 175' East of E. John Paul Road
Owner - Joe Shelden
873.25 Elev. TOC 873.27 B.M. Elev.
49.28 TOC to SWL .02' BM to TOC
823.97 SWL Elev.
No. 3
Location - 400' East of Well No. 2, 575 E. East John Paul Road
Owner - Judy Tracy
898.71 Elev. TOC 898.73 B.M. Elev.
72.56 TOC to SWL .02' B.M. to TOC
826.15 SWL Elev.
No. 4
Location - 402 East Madison - 115' North of E. Madison Avenue
Owner - Ken Babcock
875.92 B.M. Elev. = TOC B.M. - Cone. Base
44.23 B.M. to SWL
831.69 SWL Elev.
No. 5
Location - 119 Hilltop Drive - between railroad tracks W, of Street
Owner - Robert Jewett
869.30 B.M. Elev. = SE cor. of cone.
5.25 B.M. to TOC
864.05 Elev. TOC
44.95 TOC to SWL
819.10 Elev. SWL
(Continued^
123
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No. 6
Location - 106 Rogers - cor. Rogers and Greentnan St.
Owner - Robert Boynton
877.17 Elev. B.M. = TOC
48.22 TOC to SWL
828.95 SWL Elev.
No. 7
Location - 1155 East High Street (Frank's Beverage)
Owner - Mrs. Bva
879.31
37.10
Elev. TOC
TOC to SWL
842.21 Elev. SWL
879.32 B.M. Elev.
0.02 B.M. to TOC
No. 8
Location - Route 26 and St. Mary's (Standard Station)
880.97
45.31
Elev. TOC
TOC to SWL
835.66 SWL Elev.
.880.99 B.M. Elev.
0/02' B.M. to TOC
No. 3221
Location - North on Route 26 on west side of road
Owner - Sawyer
876.37
38.64
Elev. TOC
TOC to SWL
882.36 B.M. Elev.
5.99 B.M. to TOC
837.73 Elev. SWL
No. 9
Location - North on Route 26, across from cemetery on east side of road
872.81 B.M. Elev - TOC
35.34 TOC to SWL
837.47 SWL Elev.
124
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GLOSSARY
Adsorption: A process in which soluble substances are attracted to and held
at the surface of soil particles.
Advanced wastewater treatment: Additional treatment designed to reduce
concentrations of selected constituents present in wastewater after
secondary treatment.
Alkali soil: A soil with a high degree of alkalinity (pH of 8.5 or higher)
or with a high exchangeable sodium content (15 percent or more of the
exchange capacity) or both.
Aquiclude: A .geologic formation which is porous and capable of absorbing
water but will not transmit it rapidly enough to supply a well or spring
Aquifer: A geologic formation or strata that contains water and transmits it
from one point to another in quantities sufficient to permit economic
development.
Consumptive use: Synonymous with evapotranspiration.
Conventional wastewater treatment: Reduction of pollutant concentrations in
wastewater by physical, chemical, or biological means.
Drainability: Ability of the soil system to accept and transmit water by
infiltration and percolation.
Effective precipitation: Precipitation that enters the soil and is useful
for plant growth.
Evapotranspiration: The unit amount of water lost from a given area by
transpiration, building of plant tissue, and evaporation from the soil
surface, snow, or intercepted precipitation in a specified period of
time.
Fixation: A combination of physical and chemical mechanisms in the soil that
act to retain wastewater constituents within the soil, including adsorp-
tion, chemical precipitation, and ion exchange.
Groundwater: The body of water that is retained in the saturated zone that
tends to move by hydraulic gradient to lower levels.
Groundwater table: The free surface elevation of the groundwater; this level
will rise and fall with additions or withdrawals.
125
-------
Infiltration: The entrance of applied water into the soil through the soil-
water interface.
Infiltration-percolation: An approach to land application in which large vol-
umes of wastewater are applied to the land, infiltrate the surface, and
percolate through the soil pores.
Irrigation: Application of water to the land to meet the growth needs of
plants.
Land application: The discharge of wastewater onto the soil for treatment
or reuse.
Loading rates: The average amount of liquid or solids applied to the land
over a fixed time period, taking into account periodic resting.
Lysimeter: A device for measuring percolation and leaching losses from a
column of soil; also a device for collecting soil water in the field.
Micronutrient: A chemical element necessary for plant growth in amounts be-
low 1 mg/L.
Mineralization: The conversion of an element from an organic form to an in-
organic form as a result of microbial decomposition.
Overland flow: Wastewater treatment by spray-runoff (also known as "grass
filtration") in which wastewater is sprayed onto gently sloping, rela-
tively impermeable soil that has been planted to vegetation. Biologi-
cal oxidation occurs as the wastewater flows over the ground and con-
tacts the biota in the vegetative litter.
Pathogenic organisms: Microorganisms that can transmit diseases.
Percolation: The movement of water through the soil pores once it has passed
the soil-water interface.
Phytotoxic: Toxic to plants.
Primary effluent: Wastewater that has been treated by screening and sedi-
mentation.
Refractory organics: Organic materials not removed in secondary treatment.
Ridge-and-furrow method: The surface application of water to the land through
formed furrows; wastewater flows down the furrows, and plants may be
grown on the ridge.
Saline soil: A nonalkali soil containing sufficient soluble salts to impair
its productivity.
Secondary treatment: Treatment of wastewater by physical, chemical, or bio-
logical means such as trickling filters, activated sludge, or chemical
126
-------
precipitation and filtration.
Sewage farming: Originally involved the transporting of sewage to rural
areas for land disposal. Later practice includes reusing the water for
irrigation and fertilization of crops.
Soil texture: The relative proportions of the various soil separatessand,
silt, and clay.
Soil water: That water present in the soil pores in an unsaturated zone
above the groundwater table.
Spraying: Application of water to the land by means of stationary or moving
sprinklers.
Spray-runoff: See overland flow.
Tilth: The physical condition of a soil as related to its ease of culti-
vation.
Transpiration: The net quantity of water absorbed through plant roots and
transpired plus that used directly in building plant tissue.
Viruses: Submicroscopic biological structures containing all the genetic
information necessary for their own reproduction but dependent for
reproduction upon living cells.
127
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
r REPORT NO. 2.
EPA-bOO/2-79-145
-' ",7LE AND SUBTITLE
LONG-TERM EFFECTS OF LAND APPLICATION OF DOMESTIC
! MSTEWATER: Milton, Wisconsin., Rapid Infiltration
j Site
7. AUTHOR(S)
g pPBFORMINa.DRGANIJ'ATinJM.WAM!; AND A-DORESS
Benham-Blair & Affiliates, Inc., Oklahoma City,
Oklahoma 73120
and
Engineering Enterprises, Inc., Norman, Oklahoma 73069
12, SPONSORING AGENCY NAME AND ADDRESS
| Robert S. Kerr Environmental Research Lab-Ada, OK
j Office of Research and Development
U. S, Environmental Protection Agency
Ada, Oklahoma 74820
3. RECIPIENT'S ACCESSION- NO.
5. REPORT DATE
August 1979 issuing date
6. PERFORMING ORGANIZATION CODE
8. PERFORMING ORGANIZATION REPORT NO.
10. PROGRAM ELEMENT NO.
1BC822
11. CONTRACT/GRANT NO.
68-02-2363
13. TYPE OF REPORT AND PERIOD COVERED
Final - 1/76-11/77
14. SPONSORING AGENCY CODE
EPA-600/15
15. SUPPLEMENTARY NOTES
il6. ABSTRACT
This report presents the findings of a research study on the long-term effects
of applying treated domestic wastewater to an infiltration site at Milton, Wisconsin.
On the test site a high-rate rapid infiltration method, applying effluent at an
estimated rate of 244 m (800 ft) per year, had been used for about 20 years. Water
and soil samples from this site were compared with similar samples from an upstream
| control area not receiving wastewater application.
Differences in 13 mean concentrations of 48 parameters analyzed statistically
were found to be significantly greater for the effluent applied to the test site than
tor the groundwater at the control site. Soil samples taken beneath and downstream
from the infiltration lagoon indicated that accumulation of phosphorus, nitrogen, and
zinc appeared to be localized within 150 m (500 ft) of the infiltration lagoon. Metal
constituents are being removed effectively within a 150-m (500-ft) radius of the
infiltration lagoon.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
soil properties
trace elements
water chemistry
ground water recharge
12. DISTRIBUTION STATEMENT
RELEASE 10 PUBLIC
EPA Form 2220-1 (9-73)
b.IDENTIFIERS/OPEN ENDED TERMS
rapid infiltration systef
primary pre-treatment
(wastewater)
land application
municipal wastes
wastewater treatment
19. SECURITY CLASS (This Report)'
UNCLASSIFIED
20. SECURITY CLASS (This page)
UNCLASSIFIED
c. COSATI Field/Group
IS
91A
21. NO. OF PAGES
140
22. PRICE
128
u. S. GOVERNMENT PRINTING OFFICE: 1979 _ 657-060/5369
------- |