PB-224 996
EFFECTIVE USE OF HIGH WATER TABLE AREAS FOR SANITARY
LANDFILL
VTN, INC,
PREPARED FOR
ENVIRONMENTAL PROTECTION AGENCY
1973
Distributed By:
National Technical Information Service
U. S. DEPARTMENT OF COMMERCE
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PB 224 996.
EFFECTIVE USE OF HIGH WATER TABLE AREAS
FOR SANITARY LANDFILL
Second Annual Report
This report (SW~57d) on work performed under
Federal solid waste management demonstration
grant no, S-80228Z was prepared by VTN INC.
for the BOARD OF COUNTY COMMISSIONERS, ORANGE
COUNTY, FLORIDA, and is reproduced as received
from the grantee
Reproduced by
NATIONAL TECHNICAL
INFORMATION SERVICE
US Department of Commerce
Springfield, VA. 22151
U.S. ENVIRONMENTAL PROTECTION AGENCY
1973
ป
I.
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This report has been reviewed by the 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
commencial products constitute endorsement
or recommendation for use by the U.S.
Government.
An environmental protection publication
(SW-&7d) in the solid wsste management series.
ii
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BIBLIOGRAPHIC DATA
SHEET
4. Title and Subtitle
1. Report No.
EPA/SSQ/SW-STd
Effective use of high water table areas for sanitary landfill
*s Accession No.
5. Report Date
1973
6.
7. Author(s)
VTN, Inc.
8. Performing Organization Rept.
No.
9. Performing Organization Name and Address
VTN, Incorporated
712 Gore St.
Orange County
Orlando, Florida
10. Project/Task/Work Unit No.
11- iBHOHOC/Grant No.
S-802283
12. Sponsoring Organization Name and Address
U. S. Environmental Protection Agency
Office of Solid Waste Management Programs
Washington, D.C. 20406
13. Type of Report Si Period
Covered
Final report
14.
15. Supplementary Notes
16. Abstracts Problems associated with solid waste disposal are particularly acute in
areas such as the southeastern coastal area of the U.S. where the combination of
relatively flat terrain and high ground water tables makes efficient construction of
sanitary landfills a challenging problem. With Federal grant assistance, Orange
County officials are, therefore, conducting a demonstration project in which certain
portions of the disposal cite have been dewatered below the level of waste deposition,
The environmental assessment of the operation is based on the quality of the ground
water at the site and of the surface water that leaves it through an open drainage
system. Details are presented on design and construction, operating procedures,
equipment, sampling techniques, and tentative conclusions reached based on two years
of experience.
17. Key Words and Document Analysis. 17o. Descriptors
Waste disposal, urban areas, sanitary engineering, site selection, construction,
costs, water pollution, aquifers
17b. Identifiers /Open-Ended Terms
Solid waste management, design problems, Orange County, Florida
17c. COSATI Field/Group 133
18. Availability Statement
FORM NTIS-35 (REV. 3-72)
19. Security Class (This
Report)
UNCLASSIFIED
20. Security Class (Thi
his
21. No. of Pages
Page
ge
UNCL
ASSIFIED
iii
Pri/-
USCOMM-6c I4S52-P72
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ACKNOWLEDGEMENT
This is a Report on the first two phases of a three-year demonstration project, authorized
by the Board of County Commissioners, Orange County, Florida, and funded in part by Grant
No. G06-EC-00309, from the Environmental Protection Agency, Office of Solid Waste Management
Programs. It is an important element of the County's Solid Waste Disposal Program. The program
was developed under the responsibility and authority of Mr. Roxy S. Howse, former Public Works
Administrator, and under the supervision of Mr. C. L Goode, former County Engineer. The project
is now under the responsibility and authority of Mr. M. W. Hall, Superintendent, Solid Waste
Disposal System.
Orange County retains VTN INC. for planning and engineering and management
consultant services concerned with the orderly progress of the Solid Waste Disposal Program.
These services include the master planning for the landfill site, the design of landfill improvements,
the selection of equipment, and the formulation of recommendations for operational procedures.
The Solid Waste Disposal System, Orange County, provides the requisite personnel and
equipment for the conduct of landfill operations and maintains accurate records concerning waste
quantities handled and the construction and operation costs incurred. The Orange County Pollution
Control Department, under the supervision of Mr. C. W. Sheffield, County Pollution Control
Officer, has the responsibility for sampling and testing surface and ground waters.
Faculty and students at Florida Technological University, working under the direction
of Dr. Waldron McLellon, monitor organic and bacteriological parameter changes resulting from
sanitary landfill construction in a high water table area. The Florida Technological University
participants have conducted a thorough literature search and reviewed available information on
similar disposal operations.
The U. S. Department of Agriculture, Soil Conservation Service, at the request of the
Board of County Commissioners, assisted in the preparation of geological and soil studies at the
demonstration site. In support of these studies, Mr. L. Orlando Rowland, a certified consulting
geologist, prepared a supplemental study. Additionally, Ardaman and Associates consulting soil
scientists, prepared a report on surface soil, geological, and ground water conditions existing at
the demonstration site. These studies together were utilized in planning landfill improvements.
Portions of the findings are incorporated in this report.
The assistance and cooperation extended by the many local, state and Federal officials
who were contacted in matters related to the demonstration project are gratefully acknowledged.
lamon A. Beluche, Ph.D.
Vice President, VTN INC., and
Demonstration Project Director
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CONTENTS
Page
SUMMARY 1
INTRODUCTION 3
PRELIMINARY CONCLUSIONS 7
SITE SELECTION 11
Preliminary Considerations 11
Site Considerations 14
Geographical Location 14
Climatology 14
Geology 20
Hydrology 20
THE SANITARY LANDFILL 23
Site Development 23
Access Road 23
Circulation Roads 23
Outfall Canal 23
Drainage Channels 29
Ponds 29
Facilities 32
Landfill Operations 32
Personnel 32
Equipment 36
Design and Construction Procedure 36
The Control Cell 36
The Demonstration Cell 41
Operational Experiences 41
ENVIRONMENTAL ASSESSMENT 49
Literature Review 49
Environmental Effects of Landfill 49
Sampling and Analysis 51
Distribution of Leachate 51
Summary 51
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CONTENTS (Continued)
Page
Water Quality Monitoring Program 51
Surface Water 53
Sampling Locations 53
Sampling Schedule 53
Sampling Methods 55
Physical, Chemical and Biological Analyses 60
Physical and Chemical Properties of Site
Drainage System 60
Biological Properties of Site Drainage System 61
Physical and Chemical Properties of the Little
Econlockhatchee River 62
Biological Properties of the Little Econlockhatchee
River 63
Ground Water 64
Sampling Locations 64
Sampling Methods 68
Sampling Schedule 68
Physical and Chemical Analyses - General 70
Other Organisms 72
Fungi 73
Physical and Chemical Analyses Well 3 73
Biological Analyses All Wells 75
Coliform Tests 75
Weather Monitoring 75
Ground Water Level 75
ECONOMIC ASSESSMENT 77
REFERENCES CITED 81
APPENDIX 83
vi
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FIGURES
Page
1 Vicinity Map of Orange County, Florida 12
2 Population and Solid Waste Generation Projection for
Orange County, Florida 13
3 Previously Existing Solid Waste Disposal System,
Orange County, Florida 15
4 Proposed Solid Waste Disposal System, Orange County,
Florida 16
5 Vicinity Map of the Orange County Sanitary Landfill 17
6 Cypress Grove in Swampy Area of Landfill Site Prior
to Drainage Improvements 18
7 Topographic Map of Landfill Site, Orange County,
Florida 19
8 Ground Water Map of Landfill Site, Orange County,
Florida 22
9 Access Road Under Construction Adjacent to the Outfall
Canal 24
10 Entrance Landscaping and Sign, Orange County Sanitary
Landfill 25
11 Entrance to the Orange County Sanitary Landfill 26
12 Proposed Future Use Master Plan, Orange County
Landfill Site 27
13 Main Channel of the Little Econlockhatchee River 28
14 Master Drainage Plan, Orange County Landfill Site 30
15 Drainage Pond A, Orange County Sanitary Landfill 31
vii
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FIGURES (Continued)
Page
16 Orange County Sanitary Landfill Operation Control,
Maintenance and Service Facilities 33
17 Landfill Office and Equipment Maintenance Building 34
18 Scale House and Service Buildings, Orange County
Sanitary Landfill 35
19 Organization Chart for Solid Waste Disposal System,
Orange County, Florida 37
20 Landfill Site Plan for Current Operations,
Orange County Sanitary Landfill 38
21 Plan View of Control Cells 39
22 Construction Sequence and Cross Sections of Control Cells 40
23 Plan View of Original Public Access Demonstration Cells 42
24 Construction Sequence and Cross Sections of Original Public
Access Demonstration Cells 43
25 Construction Sequence and Cross Sections of Original Public
Access Demonstration Cells 44
26 Plan View and Cross Sections of Transfer Trailer
Demonstration Cells 45
27 View of Typical Refuse Being Accepted at the Orange
County Sanitary Landfill 46
28 Location of Surface Water Sampling Points, Orange
County Demonstration Project 54
29 24-Hour Composite Sampler for Surface Water Sampling 56
30 24-Hour Composite Sampler for Surface Water Sampling 57
Viii
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FIGURES (Continued)
Page
31 Multiple-Plate Macroinvertebrate Sampler 58
32 Periphyton Sampler for Surface Water Analysis 59
33 Location of Ground Water Sampling Wells 65
34 Profile of Shallow Sampling Well 66
35 Shallow Well for Ground Water Sampling 67
36 Vacuum Chamber for Shallow Well Sampling 69
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TABLES
1 Summary of Surface Water Sampling Stations 89
2 Physical and Chemical Data of Surface Water 91
3 Total Dissolved Solids of Surface Water 96
4 Physical and Chemical Data of Surface Water (Additional) 97
5 pH Measurements of Surface Water 99
6 Metal Analysis of Surface Water 100
7 Carbon Analysis of Surface Water 103
8 Abundance of Phytoplankton in Surface Water 104
9 Algae Occurrence in Plankton Samples of Surface Water 107
10 Abundance of Periphyton in Surface Water 109
11 Algae Occurrence in Periphyton Samples of Surface Water 111
12 Macroinvertebrate Summary from Surface Water Samplings 113
13 Macroinvertebrate Occurrence from Surface Water Samplings 115
14 Abundance of Macroinvertebrates from Multiple-Plate
Samplers in Surface Water 118
15 Macroinvertebrate Occurrence from Multiple-Plate
Samplers in Surface Water 121
16 Aerobic Bacteria in Surface Water 124
17 Anaerobic; Bacteria in Surface Water 125
18 Sulfur Oxidizing Bacteria in Surface Water T26
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Tables (Continued)
.__._,_ _._.-._.._.
Page
19 Sulfur Reducing Bacteria in Surface Water 1?7
20 Possible Staphylococcus in Surface Water 128
21 Filamentous Fungi in Surface Water 2 129
22 Physical and Chemical Data of Ground Water 130
23 Physical and Chemical Data of Ground Water (Additional) '39
24 pH Measurements of Ground Water
25 pH Measurements of Ground Water Effect of One Hour
Aeration
26 Metal Analysis of Ground Water 144
27 Total Dissolved Solids of Ground Water 149
28 Dissolved Organic Materials in Ground Water 150
29 Carbon Analysis of Ground Water 151
30 Aerobic Bacteria in Ground Water 156
31 Anaerobic Bacteria in Ground Water 157
32 Sulfur Reducing Bacteria in Ground Water 158
33 Sulfur Oxidizing Bacteria in Ground Water '59
34 Possible Staphylococcus in Ground Water-
Pathogenic Type '60
35 Possible Staphylococcus in Ground Water
Phenylethanol Agar
36 Filamentous Fungi in Ground Water
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Tables (Continued)
Page
37 Daily Rainfall and Temperature 163
38 Precipitation Summary 167
39 Ground Water Levels 168
40 Solid Waste Cell Distributions 169
41 Equipment Status 170
42 Operating Costs 172
xii
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SUMMARY
Recognizing the need for economy and efficiency in the handling of solid waste, the Board
of County Commissioners for Orange County, Florida, is presently implementing a long-range
program which will upgrade the Orange County solid waste disposal system.
Sanitary landfilling has and will be a continuing method of solid waste disposal. An
early problem facing the program, however, was the lack of available information on sanitary
landfill operations in areas where a high ground water table is a dominating feature. To overcome
this informational blank, the Board of County Commissioners made application to the U.S.
Environmental Protection Agency for a Solid Waste Demonstration Grant to enable the county
to carry out a three-year program of tests and operations in a high water table area such as
would be encountered within Orange County. The application was subsequently approved and
tests and operations began. This is a report covering the first two years of progress for the approved
Demonstration Project titled 'Effective Use of High Water Table Areas for Sanitary Landfill'.
During the first year of the project, major construction continued on the 1,500 acre
Orange County landfill site, which was, and is the subject of the Demonstration Project. Consultants
were employed to investigate the overall project area in terms of both surface topography and
subsurface geology and hydrology. From these investigations, a master drainage plan was prepared
which would govern the necessary excavations to permit the project area to be operated with
certain portions dewatered below the level of refuse deposition. A future land use plan, as well
as an operations plan, was prepared as the key to some assurance that maximum use could be
made of the available land area. Within the project area a specific demonstration site was selected
to serve as the initial site of refuse disposal for the Demonstration Project.
Prior to the beginning of landfill operations, an all-weather access road and the first
components of the on-site circulatory road system were constructed. Subsequently, the initial
phases of the on-site drainage network were completed in the area reserved for the landfill site.
An outfall canal, connecting the site drainage network to the Little Econlockhatchee River, was
then built. The construction of this canal completed the initial site improvements.
Following the construction of the site improvements, on-site facilities for the conduct
of operations and maintenance were completed. These included a landfill site office, employee
lounge, sanitary facilities, equipment maintenance shop, fuel storage area, transfer trailer washrack,
scale and scale house, and a weather monitoring station. A well furnishing potable water was
completed.
The environmental assessment of the model sanitary landfill is based on the water quality
of the ground water at the landfill site and the surface water which leaves the site through an
open drainage system. This assessment of the project is made through the joint efforts of biologists
and chemists at Orange County Pollution Control Department and Florida Technological University.
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Twelve wells were drilled - each to a 20-foot depth - in and adjacent to the demonstration
site. The initial six wells were sampled extensively during the first year to provide baseline data
on ground water quality. Subsurface water is now being monitored physically, chemically and
biologically in 38 shallow wells ranging from 10 to 30 feet in depth. Since December 1970,
data has been obtained from 21 shallow wells resulting in a knowledge of the natural water
quality and normal fluctuations.
Twelve surface water sampling stations were originally established along the reaches of
the receiving stream and the outfall canal leading from the demonstration site. Baseline samplings
were completed. Presently, the surface water is monitored physically, chemically and biologically
at 4 established locations in the landfill drainage system and 6 locations in the receiving waters
of the drainage system, the Little Econlockhatchee River. Data collection began in October 1970
to establish the surface water quality of the receiving stream and the newly developed drainage
system.
The project was officially opened to selected commercial haulers on June 7, 1971. Full
access to all began on October 4, 1971.
The amount of waste disposed of at the site has increased, on the average, from 150
to 400 tons per day. The maximum amount of waste recorded for a single day was 1,114 tons.
The total tonnage received from June 7, 1971 through October 1, 1971, was estimated at 15,000
(scales were not then available, and estimates were based on 59,875 cubic yards at 500 pounds
per cubic yard). From October 1, 1971 through July 31, 1972, with scales in use, solid waste
received into the landfill site totalled 115,875 tons. Thus, since start of operations through July
31, 1972, total tonnage received was 130,875.
In the microbiological analyses total counts of microorganisms were used to detect
leachate movement into ground water or the movement of microorganisms as a result of heavy
rainfall. Fecal coliform counts (or enterococcus counts), Salmonella enrichment, and
staphylococcus selection procedures were employed as attempts to detect introduction of
pathogens into waters of the landfill area. Counts of both sulphur-oxiding and sulphur-reducing
bacteria and fungi would be indicators of changes in native microbial populations due to leachate
intrusion or effects of heavy rainfall.
Chemical analyses involved determination of such parameters as total organic carbon
(and the carbon forms present), and analysis of lipids and similar offensive fragments where
appropriate. These analyses are continuing and are being expanded for wells, such as Well 3,
where contamination is occurring.
Preliminary results of the analyses are given in the data tables with brief comments in the section
on Preliminary Conclusions.
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INTRODUCTION
Community solid waste disposal problems over the years of civilization have been
considered neither as acute nor dramatic, but simply as minor irritations of urban living. More
recently, and in response to a highly increased standard of living and a commensurate increase
in solid waste, there is the recognition of a major problem. And there is the further recognition
that improper solid waste disposal can lead to a general degradation of the environment, waste
natural land resources, and is a clear threat to health through the potential pollution of air and
water as well as the harborage of vectors involved in disease transmission. Correction of existing
and emergent problems will require innovative solutions.
The problems associated with solid waste disposal are particularly acute in areas such
as the southeastern coastal region of the United States. In this region, high water table conditions
prevail and elevations are fairly uniform with a minimum of rugged terrain suitable for sanitary
landfill construction. Consequently, it is common to find solid waste being buried below the
naturally occurring ground water table with varying degrees of ground water protection. And
varying deposition practices have been noted through observation. These include the depositing
of solid waste on the ground surface, directly into the ground water, and into temporarily
dewatered working areas. In contrast, the Florida Department of Health and Rehabilitative Services,
Division of Health, as governed by Chapter 10D-12, Florida Statutes, in regulating the disposal
of garbage and rubbish, require -- when working in wet areas -- that trenches or pits be kept
dewatered during operating periods. This requirement has particular application in central Florida.
The relatively flat topography of central Florida in combination with a very high ground
water table makes efficient construction of sanitary landfills a particularly challenging problem.
In addition, a recreation oriented population, with a deep concern for the maximum protection
of the environment, suggests it is imperative that all possible control will be exercised in the
construction and operation of a sanitary landfill in such areas. And Orange County officials
encountered a very particular problem. While attempting to gather all available data for the proper
design of solid waste disposal facilities, they soon recognized the need for further development
of sanitary landfill construction technology for high water table areas. Specifically, information
was needed on cell design, equipment selection, operating procedures, environmental protection,
and costs for construction and operation. In an attempt to develop information not then available
in current literature, the Board of County Commissioners for Orange County made application
to the Bureau of Solid Waste Management, U. S. Public Health Service * for a Demonstration
Grant titled, "Effective Use of High Water Table Areas for Sanitary Landfill". The grant was
approved and designated as Project G06-EC-00309. This is the second annual progress report on
that Demonstration Project.
*After Federal reorganization, the funding agency is now the Office of Solid Waste Management
Programs, U. S. Environmental Protection Agency.
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Recommendations^ covering site selection for sanitary landfill operations suggest all filling
be done where the filling operation will be above the water table. But this is virtually impossible
in normal operation over a long period of time in the greater part of Florida without auxiliary
drainage and perpetual pumping. Otherwise, it must be assumed two things will happen. First,
there may be flooding at irregular times from storms and hurricanes. Secondly, the high rainfall
prevalent throughout Florida will eventually bring the fill to field capacity with rapid
decomposition and with subsequent rains causing leachate. Both conditions will prompt the passage
of material to the surrounding ground water and/or surface water upon breakout. These conditions
also will result in rapid decomposition of the refuse once it becomes wet. The process is inevitable,
and unless controlled, the potential for contamination of ground waters is increased. Therefore,
the objectives covering the Demonstration Project recognize this need for process control. The
broad objectives are
... the demonstration that properly engineered drainage improvements - -
combined with refuse cell construction which will prevent or minimize
horizontal and vertical leaching of water through decomposing waste - will
prevent harmful degradation of both surface and ground waters within the
project area
. . . the demonstration that the added cost of site improvements and cell
construction in a high water table area to protect water resources is acceptable
in relation to costs of alternate available methods such as incineration
. . . the demonstration that sanitary landfill construction equipment, properly
selected to operate in relatively wet areas, is essential to the economic
efficiency of this type of project
. . . the establishment of a practical, long term, well publicized example of sanitary
landfill construction in 'wet' land which can serve as valuable guidance for
similar projects in other areas of the nation.
The specific primary objectives of the Demonstration Project would be
. . . the development of design criteria and operating techniques for sanitary landfill
construction in high ground water areas which take into full consideration
the environmental impact and the cost of construction and operation
... the demonstration of feasibility and cost benefits of properly designed and
operated landfills on sites in high ground water areas
... a well publicized example of landfill construction in high ground water areas.
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As secondary objectives, the Demonstration Project should
. . . investigate the physical, chemical, and bacteriological characteristics of the
aqueous environment in the refuse cells
. . . assist in strengthening the Environmental Sciences curriculum at Florida
Technological University as a natural outgrowth of faculty and student
participation in the conduct of the Demonstration Project.
In the reach for the project objectives, two basic approaches to landfilling were
established, namely: (1) landfilling in non-dewatered trenches, and (2) landfilling in trenches having
dry bottoms due to the lowering of the water table. The first condition cells are referred to
as "control cells" since these would be typical of a non-ground water protection landfill operation.
The second condition cells, or dry cells, are referred to as "demonstration cells" since the
demonstration of a maximum resource protection landfilling operation is the specific purpose
of the Demonstration Project.
The conduct of the Demonstration Project involves the time span covering the initial
three year operation of the demonstration site. All refuse disposed of during the period covering
the Demonstration Project will be landfilled in the "demonstration site", a portion of the 1,500
acre landfill site. Because of this distinction, all references to disposal areas and operations found
within this report, unless otherwise noted or specified, refer to the "Demonstration Project" or
"demonstration site".
Since Florida statutes do not authorize landfilling in non-dewatered conditions, specific
approval was solicited and obtained from the State to construct and operate the "control cell"
so as to permit comparative evaluations of dewatered and non-dewatered cell operations for the
period of the grant.
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PRELIMINARY CONCLUSIONS
Conclusions drawn through two years of construction and operation of the
demonstration project suggest that, on the whole, functional operations and test results have been
as anticipated. However, certain aspects should continue to be carefully monitored because of
changes or conditions that have been observed.
Evidence is provided that "demonstration cell" designs for public use and for franchised
refuse collectors are satisfactory. Procedures for added efficiency and economy in handling smaller
public vehicles are being studied. Major difficulties were not encountered in filling "control cells"
in accordance with the originally proposed methodology of control conditions. With respect to
completed water quality investigations, there is conclusive evidence that ground and surface waters
in and near the demonstration site were sampled sufficiently for documenting conditions that
existed prior to the beginning of landfill operations.
The drainage system has proved to be effective in preventing flooding of the total project
area during periods of intensified rainfall, and in lowering the water table in the "demonstration
cell" area during "normal" rainfall conditions. However, intense rains have caused localized cell
floodings. It is believed these cell floodings can be minimized if cell drainage ditches are maintained
free of eroded silt and at the prescribed depth of eight feet. Experiments with pumping indicate
a probable future solution to cell floodings brought about by heavy rains.
Sufficient data has been obtained from the monitoring program of the drainage system
to detect any changes in water quality due to leaching from the landfill cells. Changes in the
surface water quality as a result of the leaching of contaminated ground water have not been
observed.
Water quality investigations of the Little Econlockhatchcc River have shown it to be
polluted from two separate areas of domestic waijfr rffliimtnr ^n" area is upstream from the
point at which the landfill drainage canal enters the river and the other area is approximately
eight miles downstream. The mixed flows from the outfall canal and the river remain relatively
unchanged until the combined flow meets the highly nutrified Crane Strand Canal discharge. The
then combined discharges flow northeastwardly to a meeting with the comparatively clean waters
of the Big Econlockhatchee River, a tributary of the St. Johns River.
The biological background study of surface waters provided biota characterizations for
each monitoring station for both winter 1971 and spring 1972 periods. Because of the additional
pressures brought to the biota by the extreme low flow during 1971, the background study reflects
an estimate of the worst "natural" condition which could be expected throughout the overall
study.
The phytoplankton and periphyton investigations covering surface waters revealed a large
variation in population size within the reaches of the canal and receiving river. The standing
Preceding page blank
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crop was high and variable in the river just above the outfall canal junction. Following downstream
progression, the populations lessen in size and variation until another area of domestic waste
effluent concentration is encountered (Crane Strand Canal). Here the population counts, as well
as chlorophyll values, are again high and variable. The pond and outfall canal show a low standing
crop quite common to soft acid waters.
The macroinvertebrate communities varied in size and density throughout the reaches
of the canal and receiving river. For the river, pollution intolerant forms were limited primarily
to the areas which had low algae standing crops or where water velocities were high. A limited
but growing macroinvertebrate community was found in outfall canal waters.
Both the macroinvertebrate and algal communities support the variations in water quality
found for each sampling station. Although the receiving river has areas of pollution sources both
above and far below the entering area of the outfall canal, some recovery was found at Stations
six and seven. These two stations located in the river proper will be instrumental in determining
any adverse effects of the sanitary landfill operation. Although the aquatic life of the outfall
canal has pressures exerted on them by just physical characteristics, there are many organisms
found there which are intolerant or moderately tolerant of pollution. These particular organisms,
as well as community composition will be highly indicative of the water quality in the continuing
monitoring program.
It has been determined that a more limited monitoring program for the receiving water
of the landfill canal and the pond should be initiated. A limited program should include the
physical, chemical and biological analyses now investigated, but determinations should be made
on a less frequent basis. Monitoring during high flow and low flow conditions should be adequate
to determine the status of the receiving water. The pond and the outfall canal should continue
to be monitored on a monthly basis to insure a more rapid detection of contaminated leachate
and to be able to evaluate its effects on the water chemistry and aquatic life.
With one exception, the shallow well chemical sampling indicated pollution free water.
The results provide excellent natural baseline information facilitating the detection of
contamination from sanitary landfill leachate. Additionally, the results of all analyses made over
a span of the several months involved indicate the water is acid and very low in solids, organics
and microbial populations. A sulfur cycle seems to be operating as evidenced by the presence
of h^S in the sampled ground water. Fecal coliforms and other similar organisms of interest
were not detected in ground water.
In the winter of 1971, contamination of the ground water was being detected from
the Well 3 samplings. This well, enclosed in a burial cell, was observed to show an extreme increase
in contamination rate through June 1972. This abrupt change in water quality was detected in
a decrease in pH and an increase in acidity, dissolved solids, chlorides, hardness of ammonia
nitrogen, organic nitrogen, temperature, chemical oxygen demand, conductivity, calcium,
magnesium, iron, aluminum, sodium, potassium, and organic carbon. The failure to detect this
8
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contamination in other wells indicates the slow movement of water through the site as indicated
in the initial geological investigations.
With this information on ground water movement and the chemical and bacterial
characteristics of the contaminated leachate, a more limited but comprehensive monitoring program
can be designed to include the more important inorganic, organic and bacterial characteristics.
This program should concentrate on the wells near the filled area with only limited monitoring
of the more remote wells.
On the basis of Florida Technological University analyses, the preliminary conclusion
is that degeneration of organics is occurring rapidly in cells. However, in accordance with the
geologic reports, little movement horizontally is occurring. This may be in part due to the fact
that two low rainfall years have existed in the two years of the project. With normal rainfall
more apparent differences may have occurred. Other wells close to cells may show gross
contamination in future third year sampling based on preliminary indications.
Total Model Landfill expenditures during FY 1971-1972 (October 1, 1971 through
September 30, 1972) to process 138,461 tons of refuse showed a cost/ton ratio of $3.37 for
the period. On the basis of the FY 1972-1973 budgeting and expected tonnages, this cost is
expected to decrease to $2.81 per ton. This decrease can be attributed to stability of operating
techniques, improvements in equipment maintenance, and growing personnel experience in landfill
procedures. Increased tonnages expected as a result of closing the County's Porter Landfill during
1973 may serve to further reduce the ratio to approximately $2.35/ton. Continued procedural
refinements and techniques of operation should eventually stabilize costs in the vicinity of
$2.00/ton.
In the consideration of direct costs applicable to individual cell construction, filling
and covering, sufficiently reliable data is not presently available with which to realistically
determine cost ratios. Of difficulty is the determination of those costs not contributing directly
to the operation. However, a preliminary estimate of $1.35/ton has been made by the County.
This figure does not include indirect costs such as management, water quality monitoring,
weighmasters, watchmen, clerical and billing, some office supplies, maintenance and administrative
vehicles. This figure will be refined in subsequent reporting for each type cell construction as cost
becomes meaningful.
Problems of personnel stability are decreasing, equipment maintenance is being improved
to lessen down-time and operating procedures are being tested to determine optimum landfill
operation under the existing high water table conditions. Customer cooperation has been good,
giving every indication of community acceptance of the landfill operation as a superior method
of solid waste disposal over prior methods within Orange County.
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SITE SELECTION
The proposed Demonstration Project would require a particular area. Accordingly, a
number of factors had to be considered during the selection process. These factors offered a
variety of limitations and restrictions. Working within the frame of these limitations and
restrictions, a number of possible landfill sites were evaluated. Following this evaluation, an area
was chosen for the Demonstration Project Area within the acreage purchased for the sanitary
landfill operation.
Preliminary Considerations
Orange County, located in rapidly growing Central Florida, extends some 48 miles from
east to west with a maximum north-south width of 30 miles (see Figure 1). It is bounded on
the north by Seminole and Lake Counties, on the west by Lake County, and on the south by
Osceola County. The eastern boundary is the St. Johns River which separates Orange from Brevard
County.
According to the 1970 Census of Population, the latest population count for Orange
County was 344,695. Approximately one-third of these resided in the City of Orlando. Major
on-going and planned developments within the county, such as Walt Disney World, are expected
to have a major impact upon the overall development of the area. Consequently, it is anticipated
the present population will double in numbers during the next 15 to 20 year period. Solid waste
volumes should increase accordingly from the presently estimated yearly quantity of about 1.3
million cubic yards to an estimated 2.9 million cubic yards by 1990 (Figure 2).
There is sufficient evidence of serious concern by Orange County officials regarding
the proper management of solid wastes. Various in-house studies have been prepared during the
last decade. The Orange County Planning Department, in April 1967, issued a report titled Proposed
Solid Waste Disposal Program for Orange County, Florida. This report was the proposed
implementation program covering recommendations made in an earlier in-house report entitled
Solid Waste Disposal Study. It provided the design of a program for the efficient and sanitary
disposal of solid waste within Orange County.
The basic overall recommendations of the completed studies suggest the closing of
existing dumps, the abandonment of small landfill operations, and the consolidation of operations
in an engineered system including a major landfill and a network of transfer stations. It was
further recommended that the site selected for the central landfill operation have enough capacity
to serve through the year 1990. It should, ideally, be located in an area where other vacant
land would be available for expansion.
Even though Orange County does not provide waste collection services, the overall cost
to the residents of the area for the handling of solid waste was a primary concern. Thus, a
system of transfer stations sufficient to serve a widely scattered populace was recommended.
Preceding page blank
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POPL1I ATION SOLID WASTE
POPULATION CUB(C yARDS
(in thousands) ( jn millions)
800 i 4- 4
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1970 1975 1980 1985 1990
FIGURE 2. Population 8 Solid Waste Generation Projection,
Orange County, Florida.
SOURCE ซ 1970 Preliminary Census Count, U.S. Department
of Commerce (Special unpublished report),Atlanta
Georgia.
Population Forecasts. East Central Florida
Regional Planning Council.
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Fortunately, a modern road system existed throughout Orange County. This road system made
the transportation of wastes from transfer stations to a centralized landfill operation a ready
possibility.
The overall relationship of the road system to available lands was important to area
selection. The existence of these roadways would minimize access right-of-way acquisitions.
Electric power and telephone services are available to all sections of Orange County.
Therefore, availability of these services to any area selected could be assumed. It was assumed
further that potable water would be available. Where a municipal source would not be available,
local ground water resources were readily developable.
The then existing solid waste disposal system servicing Orange County included three
dumps, six landfills (two located in Seminole County), one transfer station and two incinerators
(Figure 3). Some of these facilities (incinerators, transfer station and landfills in Seminole County)
are not under the jurisdiction of the Orange County Board of County Commissioners. The proposed
system, now under the program of implementation, is shown in Figure 4. The site shown in
Figure 5 was chosen as the central sanitary landfill and as the demonstration site.
Site Considerations
The more important considerations were those concerned with geographical location,
climatology, geology and hydrology. The more important aspects of each of these considerations
are discussed in the following paragraphs.
Geographical Location. The site selected for the Demonstration Project is in central
Orange County some ten miles southeast of Orlando. It covers an area of 1,500 acres. The
covered area is considered as marginal flat land with a high water table. Pine and palmetto growth
and native grasses are the predominant vegetation. There are some swamp areas, which include
cypress stands as well as mixtures of ordinary trees and shrubs (Figure 6). Ground elevations
range from approximately 78 to 92 feet above mean sea level (MSL), as shown in Figure 7.
Climatology. The climate of Orange County is considered subtropical. Temperatures are
greatly modified by winds blowing across the area from either the Gulf of Mexico or the Atlantic
Ocean. The summers are warm and humid. Thunderstorms occur almost every afternoon during
the summer months. Winters are short and mild with many days of bright sun and little
precipitation. However, short cold spells can be expected occasionally during the winter months.
The average annual temperature is 72.5 F, with an average winter temperature of 62.6 F and
an average of 81.8 for the summer months. The estimated rate of evapotranspiration in the area
is about equal to the average annual rainfall of 50 to 51 inches.
The nearest complete weather station is located at Herndon Airport, some eight miles
from the project area. Due to wind variations in local weather patterns, it would be erroneous
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FIGURE 6 Cypress Grove in Swampy Area of Landfill Site Prior
to Drainage Improvements. This page is reproduced at the
18
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4SO FT
FIGURE 7 Topographic Map of Landfill Site, Oranqe County, Florida,
19
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to utilize Herndon Airport weather data as applicable to the project area, especially rainfall data.
Therefore, in view of the potential importance of the relationship between climatological conditions
and the various parameters being monitored at the demonstration site, a weather station w.is
installed. The installed facilities include a Belford tipping bucket rain gauge with recorder and
counter and a Temp-scribe temperature recorder.
Geology. Peninsular Florida is underlain mostly by fragmental and marine limestone,
sandstone, and shale formations which reach a known cumulative thickness of more than 18,000
feet. Few deep weH developments in Florida have penetrated crystalline rocks such as granite
and hornblende diorite. Such rocks, when found, are believed to be either Pre-Cambrian or
Paleozoic intrusives. The core of the Florida plateau is Pre-Cambrian.
A layer of Pleistocene sand with an estimated thickness of 25 to 35 feet is found
at the demonstration site. Plio-Miocene deposits of land pebble phosphate, shark teeth, Manatee
rib fragments, shell fragments, sand, and sandy clay underlay the Pleistocene sand. The thickness
of the phosphatic and shell layer ranges from approximately four to eight feet. An impermeable
layer of clay is found beneath the phosphatic zone. Organic or muck deposits of varying depths
are also found at the demonstration site. Sinks, developed through solution process affecting the
limerock, are common in much of Florida. However, sinks have not been found in the project
area.
Hydrology. Rain water, when it becomes ground water, percolates downward until it
reaches an impervious strata, then moves laterally toward an outlet. Sometimes the movement
is in permeable rock between impermeable layers. The water bearing rock formation is known
as an aquifer and the water above the impermeable cap is known as free ground water.
Florida has one of the great aquifers of the world. This aquifer discharges billions of
gallons of water each day to the surface through springs and flowing wells. The recharge of ground
water is so great, however, that only a very small percentage of the annual rainfall is lost through
natural runoff. The piezometric water level at the project site is approximately 40 feet above
MSL Due to the relatively minor changes in elevation at the landfill site, water movement in
both the horizontal and vertical directions is assumed to be non-existent. Variations in the water
level are due to rainfall, evaporation and transpiration. Prior to the construction of drainage
improvements at the demonstration site, the project area had a history of temporary flooding.
During hurricane occurrences, or periods of extreme rainfall, flooding may be a problem. But,
inundation of the project area as a whole is not expected, nor did it occur during the Hurricane
Agnes passage in mid-June 1972. Procedures to alleviate cell floodings are discussed under the
"Landfill Operations" section following.
The movement of the topmost ground waters is affected mostly by surface soil deposits
and their geological deposition. In a layered system such as is found at the demonstration site,
the lateral permeability is the governing factor in ground water movement. And for the most
part, three surface soils are found throughout the entire site. The first layer, a light brown fine
20
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sand, overlying a brown fine sand locally known as "hardpan", exists throughout the entire project
area but in varying thicknesses. It is found from a high elevation of 83 feet to a low elevation
of 77 feet measured from MSL. The third layer, the layer immediately below the "hardpan",
is a light brown fine sand with slightly more silt in its composition than found in the surface
deposits. The movement of the ground water is restricted by the occurrence of the "hardpan".
For while the lateral permeability of the surface soils is estimated to be between 700 to 800
feet per month, the lateral permeability of the "hardpan" is restricted (40-100 feet per month).
Accordingly, it can be assumed the surface ground water movement will be within the first soil
layer and not in the "hardpan".
For soils similar to these found at the demonstration site, the normal ground water
hydraulic gradient is 150 feet horizontal to 1 foot vertical. This is considered to be the minimum
gradient needed for water movement within the first soil layer. However, lateral movement of
water at the demonstration site could be induced by the construction of drainage channels below
the water table.
Surface and ground water elevations of the entire project area were determined in
November 1970. These are shown in Figure 8. The maximum water elevation recorded then was
86.3 feet above MSL. Respecting the demonstration site, the ground water elevations were
approximately 79 feet above MSL. Throughout most of the Project area, the naturally occurring
ground water table is found within five to eight feet below the existing ground elevations.
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FIGURE 8 Ground Water Map of Landfill Site, Orange County, Florida.
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THE SANITARY LANDFILL
The landfill operation was opened on June 7, 1971, on a limited basis, to franchiscd
residential refuse collectors. Difficulties in obtaining equipment adequate to handle the anticipated
tonnage of waste generated in Orange County prevented the start of full operations at the
demonstration site at that time. The landfill has been in full operation since October 4, 1971.
Site Development
The development of landfill operations required the construction of both on-site and
off-site roads and drainage improvements as well as on-site facilities. The off-site improvements
discussed in the following paragraphs refer to those indispensable for operation of the landfill,
i.e., the access road to the project area connecting to the closest existing improved road, and
the outfall canal connecting the demonstration site to the nearest major drainage channel. The
on-site improvements, in turn, refer to those made within the project boundaries.
Access Road. A 3.1-mile access road from Curry Ford Road to the project area was
built as an off-site improvement (Figure 9). This facility includes two 12-foot lanes. It passes
through an area of heavy organic deposits or muck. Accordingly, 200 feet of 5 to 8-feet muck
deposits had to be excavated and the excavation backfilled with suitable road material. An
important phase of the access road construction project was the landscaping of the entrance (Figure
10) and the erection of fences and gates (Figure 11).
Circulation Roads. Prior to Project area improvements, the alignment for a system of
circulation roads servicing the 1,500 acre site was established. The system was designed to insure
adequate vehicular circulation commensurate with the land use proposals established for the project
area (Figure 12, Proposed Use Master Plan), and to provide access to the disposal areas during
landfill operations. Since approval of the Proposed Use Master Plan, interest has been expressed
in the potential utilization of the entire landfill site for recreational purposes. However, the road
system will remain as planned. There will be no landfilling of disposal waste within the established
road rights-of-way. Construction of appropriate roads will be similar to that established for the
access road. Approximately 2,500 feet of circulation roads have been completed with a 1,500
foot extension under construction.
Outfall Canal. Drainage has been a major consideration in the construction of the various
project area improvements. This consideration was in response to the high ground water table
conditions found throughout the project area and the existence of a series of swamps within
the landfill site. An outfall canal - about 2.7 miles long - was excavated from the landfill site
to the banks of the Little Econlockhatchee River (Figure 13). This canal was designed to provide
rainfall drainage sufficient to accommodate an accumulative, four-day rainfall of approximately
ten inches and covering the 1,500 acre landfill site. The overall design dimensions for the canal
provided a 9-foot depth, a 30-foot bottom width, and side slopes of 2 to 1. Presently, the bottom
width is 15 feet since only one-half of the canal has been excavated.
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l MAINTENANCE COMPLEX
MOBILE OR MODULAR HOMES
PARK
4) CAMPING
RECREATION AREA
GOLF COURSE
INDUSTRIAL PARK
FIGURE 12. Proposed Future Use Master Plan, Orange County Landfill Site
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While construction of the outfall canal was underway, it became apparent that excavation
in two phases was desirable in order to provide some drainage and to permit an initial minimum
lowering of the ground water table. Accordingly, only one-half of the canal was cut in its entire
length. To lessen turbidity, which appeared in the Little Econlockhatchee River during
construction, it was necessary to partially dam the outfall canal and to pump the water to bordering
fields while excavation was underway.
The landfjl site has been subjected to several occurrences of high intensity rainfall
following the comptetion of the first half of the outfall canal. During these occurrences, no flooding
of the areas served by the drainage system has been observed. Neither has the depth of water
in the canal been of any significance. This would indicate the canal is adequate for preventing
flooding of the demonstration site.
Drainage Channels. A network of drainage channels has been established for the
demonstration site. The network includes (1) main drainage channels designed to prevent surface
waters from entering the landfill and to provide a collection system for rainfall runoff, and (2)
a series of minor drainage channels to be constructed in the "demonstration cell" area as a means
of permanently lowering the ground water table (Figure 14). Additionally, the open cells act
as natural catch basins during periods of heavy prolonged rainfall. Waters so collected move laterally
into the drainage channels at a very minimal rate.
The main channels are designed for a 20-foot bottom width and 2 to 1 side slopes.
The average design depth is nine feet with a maximum anticipated water depth of three feet.
The cell channels are spaced at intervals of 300 feet. These cell channels are designed for a 3-foot
bottom width and 2 to 1 slopes. The average design depth for these cell channels is eight feet
with an anticipated maximum water depth of three feet.
As previously mentioned, there have been several occurrences of intense rainfall at the
project site. Aside from some cells, there has been no flooding of areas drained by the channel
system during these rainfall periods. In the drained areas, the water table has been drawn down
at least five feet with no detectable rise during heavy rainfall periods.
Ponds. The construction of two ponds for the collection of surface runoff and possible
leachates was planned as a necessary first phase activity. A four day detention period was used
as a design base since it was anticipated that 50 percent of the rainfall would be lost by evaporation
and vertical percolation. Pond "A", located near the "demonstration cells" (See Figure 15), has
a surface area of seven acres. The construction of this pond was expedited by excavating a perimeter
channel with a dragline as a means to lowering the water table. A self-propelled, self-loading
earth mover was utilised in completing the excavation. Pond "B", originally planned for the
"control cell" area, was to have a surface area of four acres. Following special ground water
movement studies by the retained ground water geology consultant, it was found that construction
of Pond "B" could lower the ground water level in the "control cell" area and adversely affect
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450 FT.
CHANNELS -
PROPOSCD VRAINA6C OIVIOK
PROPOSED SITE FOR LAKE
WIDE CYPRESS SWAMP BOUNDAR
SECTION LINE
SECTION
NE
FIGURE 14. Master Drainage Plan, Orange County Landfill Site.
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the control conditions necessary to the Demonstration Project. Accordingly, the construction of
Pond "B" was halted following the excavation of the perimeter channel.
Facilities. Extensive facilities have been constructed at the demonstration site (Figure
16). These provide for optimum operation and management of the project area. The completed
facilities are (1) an air-conditioned concrete-block office building including a small lounge, storage
room, and complete sanitary facilities (Figure 17); (2) a concrete-floored, prefabricated metal
service and maintenance building including three bays for equipment service and maintenance,
and equipped with a two-post lift, an air compressor, and a 20-ton overhead bridge hoist (see
also Figure 17); (3) a concrete-block scale house, housing a 50-ton capacity Fairbanks-Morse scale
with an automatic printing mechanism (Figure 18); (4) a pumphouse, housing chlorinator, a
1,000-gallon water tank, and pump to serve a 6-inch potable water well; (5) a wash rack, including
a prefabricated metal storage building, equipped with a high pressure pump for trailer washing;
(6) a fuel tank storage area with pump island; and, (7) septic tanks for receiving sanitary waste
and for trailer washing waste.
Landfill Operations
Initially, the hours of operation for the landfill activities were 7:00 a.m. to 6:00 p.m.,
Monday through Friday, and 7:00 a.m. to 12:00 noon on Saturdays. The landfill is now open
from 8:00 a.m. to 5:00 p.m. Monday through Sunday, for a total open period of 63 hours
each week when wastes are accepted at the demonstration site. The County restricts the personnel
work week to 40 hours. However, some equipment is on 80 hours/week operation due to site
pre-opening work and finishing operations following closing to the public. As such, various
personnel shifts are needed for operation of the landfill.
When first opened, the landfill operation was accepting approximately 30 loads of refuse
each day, or about 600 cubic yards. The estimated density of these loads was approximated
at 500 pounds per cubic yard. The demonstration site, now in full operation, is accepting an
average of 8,300 loads or about 12,000 tons of refuse each month. Information pertinent to
operation is included in the following paragraphs.
Personnel. Personnel administration has been the responsibility of the Superintendent
of Orange County's Solid Waste Disposal System, with various key members and staff assigned
on a limited basis to the overall administration of the Demonstration Project.
The initial operations staff included (1) two dozer operators, responsible for ail
construction, compaction and daily covering; (2) one self-propelled scraper operator, assigned to
cell and road construction, and to provide assistance in the daily covering operation; (3) one
weighmaster; and (4) one landfill foreman assigned to the Demonstration Project on a half-time
basis. As indicated earlier (see Acknowledgements) personnel from the County Pollution Control
Department are assigned to Orange County solid waste disposal operations.
The operations staff has been expanded to include: (1) nine heavy equipment operators;
(2) four weighmasters; (3) five maintenance men; (4) three watchmen; (5) two mechanics; and
(6) two mechanics helpers. In addition, administrative positions include: (1) the Superintendent
32
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of Solid W.istr Disposal Systems assigned to the Demonstration Project on a half-time basje (2)
OIK- landfill supervisor; (3) an assistant landfill supervisor; (4) two clerks assigned on a half-time
hasis, ,nul (S) four lull-time and two part-time personnel from (lie County Pollution Oonliol
Dcp.n tmcni .i .signed to the waste disposal operations. 1 he total number ol peisonnrl is drlei mined
hv opei.ilmg iioiirs as established hy (he Hoard ol Cotmly Commissioners, anil l>y (he polkv
Hoard "I County Commissioners for employees to work only 40 hours/week. Accordingly,
(!;; expanded manning supports operations on a necessary two-shift basis so as to comply wi!h
U". i.'ist'in u'ons of the Counly Commission.
The Orange County solid waste disposal organizational chart is included as Figure 19.
'Hit manpower requirements for transfer operations are shown on the chart since these operations
ire an integral part of the disposal program even though they operate separately from the landfill
acfivities. Most of the position titles are self-explanatory; however, the dragline operator will have
additional responsibilities covering drainage improvement construction. The self-propelled scraper
,>poator will also be responsible for road construction.
<-'(.( uipment. The equipment being used in this landfill operation is either equipment
obi .!(!*! i\ซr the Demonstration Project or transferred from the old landfill and dump operations.
Thi- ^qtiipinent in use includes (1) one recently overhauled International Harvester TD-20 dozer
(1-1 yeai-ป old) with blade used for compaction, cell construction and cover; (2) one Internationa!
Harvester EC 270 (21-cubic yard, self-propelled scraper pan) used for cell construction, clearing,
road building and cover hauling; (3) one International Harvester TD-15 dozer (approximately 14
yea;-- ->id) with 4 in 1 bucket; (4) one Rex-Trashmaster Compactor Model 3-50 (approximately
6 i .-.I. s old); (5) one Northwest 95, 3-cubic yard dragline; (6) one International Harvester TD-25C
d(i/f > wir'i blade; and, (7) the required service trucks.
Design and Construction Procedure. The primary purpose of this Demonstration Project
i. ro develop proper landfill design and operating techniques for areas affected by high water
tablo conditions. Accordingly, two basic approaches to landfilling were formulated. These
!(.p; )ichv\ suggest (1) laudfilling in non-dewatered trenches, called "control cells", and (2)
l.iini'iliing in "demonstration cells", or trenches having dry bottoms due to the lowering of the
vv.it ! table. The two types of cells are illustrated in Figure 20.
The Control Cell. The basic design of a "control cell" is shown in Figures 21 am;
22. Development of a cell requires excavation of a trench to a depth of eight feet. Filling ,tnd
compaction are undertaken to (lie extent possible under the prevailing wet conditions. A six
inch uaily cover and a final two foot earth cover are part of the design. Due to the potential
problem with floating material within trenches, sections of the "control cells" are separated bv
earthen dikes. The excavation to the water table is made with a self-loading scraper and/or dragline.
Final excavation, to the area below the water table, is with the dragline. Initial plans called for
filling to within two feet of the ground surface with a final two feet of cover. Experience with
the Hist cell showed laige quantities of excavated material unused and a decision was made to
36
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PELLS
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FIGURE 20 Landfill Site Plan for First Year Operations, Orange County Sanitary
Landfill.
38
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39
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EXCAVATED
MATERIAL
- 2' FINAL EARTH
COVER
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SWALE
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FUTURE 7
CELL
FINAL SECTION B-B
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EXCAVATED
MATERIAL
DRAINAGE
CANAL
SECTION A-A
(Fig. 21 )
EXIST.
GROUND
SECTION C-C
(Fig. 21 )
FIGURE 22 Construction Sequence and Cross Sections of Control Cells.
40
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fill to four feet above the naturally occurring ground surface. Thus the cell is approximately
12 feet of solid waste filling and two feet of final cover.
Control cells constructed to date are 100 feet wide and 500 feet long. Projected
construction of control cells retains the same widths, but lengths will vary.
The Demonstration Cell. The "demonstration cells" are of two basic designs, depending
on the anticipated use. These arc (1) cells for use of the public and (2) cells for use of county
trailers and commercial franchised collectors. Both types are built in areas permanently dewatered
to a depth of at least five feet by the construction of drainage channels. The initial basic design
for the public "demonstration cells" is shown in Figures 23, 24, and 25. This design was found
inadequate due to the large quantities of waste handled. The public "demonstration cell" design
is now of the progressive trench type. In these cells, refuse is first placed and compacted in
thin daily layers separated by a six-inch layer of soil which serves as the daily cover. The overall
depth of the cell is eight feet and the final cover is at least two feet. The transfer trailer
"demonstration cells" (Figure 26) are being built in one eight-foot lift with a minimum of two
feet of final cover. These two types of "demonstration cells" are separated to maintain a safe
and orderly traffic flow and to expedite waste handling operations for trailer and commercial
accounts.
Demonstration cells for public use, designated as CP1 and CP2, are each 260 feet wide
and 600 and 700 feet long, respectively. Demonstration cells designated as CT are to accommodate
commercial and franchised haulers, and are dimensioned as follows: CTO, 260 feet wide, 800
feet long; CT1, 260 feet wide, 1,400 feet long; CT2, 260 feet wide, 1,300 feet long; CT3, 260
feet wide, 1,000 feet long; and CT4, 260 feet wide, 800 feet long.
The surface slopes for all cells are at a grade of at least two percent to the nearest
drainage ditch. These slopes are periodically regraded as required by cell consolidation and
settlement.
Figure 27 shows a typical load of refuse being unloaded at the bottom of the working
face of a demonstration cell.
Operational Experiences. Since June 7, 1971, solid waste disposal has been in both
"demonstration" and "control" cells. Public use disposal has been confined to cells CP1 and
CP2, somewhat removed from CT and CC (Control Cells) cells, to alleviate congestion and promote
orderly and rapid flow of traffic. These cells have been able to accommodate, on the average,
up to 36 vehicles per hour; however, some individuals persist in taking up to 30 minutes to
unload. This points out the value of the spotter in attempting to reduce vehicle positioning time
at the cell edge. "Demonstration Cell" CP2 was initially used for public disposal from October
4, 1971 through February 14, 1972, but was only partially filled (870 tons) to a depth of four
feet, and 90 feet wide. On the latter date, cell CP1 was opened for use. Cell CP1 contains 23,229
41
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B
a: i
34'TYP
10'
^ *-*
30'
1
i
DRAIN A0E
CHANNELS
3'BW TYP
DRAINAGE
CHANNELS
POND"A"
300'
TYP.
4! IAPPROX
EXCAVATED
MATERIAL
ml
iซ- 25
24)
B
FIGURE 23 Plan View of Original Public Access Demonstration Cells
42
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ANTICIPATED
HIGH WATER
SECTION B-B (Fig
FIRST LIFT
FINAL EARTH COVER-
"w
/
// "
vIL
_ \ ~__^
\
WASTE \\
^
WASTE /
ANTICIPATED
HIGH WATER
SECTION B-B
-------
POND "A
''-'- ""V ANTICIPATED
'HIGH WATER
411
4' DEPENDING ON WATER
TABLE ELEV.
SECTION A-A (Fig. 23)
FIRST LIFT
EXIST. GROUND
COMPACTED EARTH
DIKE
FINAL EARTH COVER
DAILY COVER 4, t
POND "A"
EXIST. GROUND
COMPACTED REFUSE
ANTICIPATER
HIGH WATER
SECTION A-A (Fifl. 23 )
SECOND LIFT
POND"A"
\\ "\\
-
rr
t \
-4:1
ANTICIPATED
HIGH WATER
FINAL SECTION
(Fifl 23 )
FIGURE 25 Construction Sequence and Cross Sections of Original Public
Access Demonstration Cells
44
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POND "A"
7
/
Z'A
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son'
TYP
TYP
ri
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DRAINAGE
., CHANNELS
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66
SECTION A-A
ROADJ
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., 3
FIGURE 26
Plan View and Cross Sections of Transfer Trailer Demonstration
Cells.
45
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46
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tons of compacted waste to a depth of eight feet, with two feet of earth top cover, and is
still in the process of filling. Cell CP2 is not presently being utili/ed.
((.II CIO was first excav.Ucil lo a three loot depth - the final one foot of excavation being
pail ol (he process of obtaining the daily cover for compacted reluse. Difficulty of running a
loaded scraper up the open face of the cell appeared lo be the only operational problem. Provision
will be made in the construction of future cells for insuring better access to the cell top for
the scraper. Cell CTO was filled as of October 11, 1971, with 24,800 tons of compacted refuse,
eight feet deep and two feet of earth top cover.
Filling of cell CT1, as dimensioned previously, was started on March 20, 1972, and
is presently 100% filled to an eight foot depth of refuse and two foot top earth cover.
A series of "control cells", designated CC1 through CC7, is in varying stages of
completion. Cell CC1 was filled with refuse to ground level (as per original plan) with eight
feet of refuse and topped with two feet of earth cover. Cells CC2 through CC7 have, or will
have 12 feet of refuse with two feet of earth cover. Initial cell filling begins at the cell point
nearest t\\r on-site roadway and progresses to the cell end. Filling is to an approximate six foot
depth distributed across the cell width, and is being continually compacted and covered daily.
Upon reversing fill direction back to the road, an additional six feet of waste is added on top
of the existing layer, and is similarly compacted and covered with a final two foot top earth
cover to complete the cell.
From October 12, 1971, commercial and franchised haulers were directed to the "control
cells' for dumping. Cell CC1 had been filled (10,053 tons) and covered by January 12, 1972.
Cell CC2 was started on February 5, 1972 and stopped on March 20, 1972 -- it is now only
partially filled (5,574 tons) with four feet of refuse. Cell CC3 was filled from October 12, 1971
to February 4, 1972, with 12 feet of refuse (13,278 tons) and topped with two feet of earth
COV.T. Cell CC4 was started on March 10, 1972 and stopped March 20, 1972. It contains 700
tons of refuse to a depth of 4.5 feet over a 150 foot length. Cell CC5 has been "panned",
but not finally dug with the dragline -- filling has not begun. Cell CC6 was filled from December
12, 1971 to March 20, 1972 with 12 feet of refuse (15,825 tons) and topped with partial final
earth cover. Cell CC7 has been "panned" to ground water level, but not finally dug with the
dragline -- filling has not begun as of the date of this report.
As discussed previously, periods of heavy, prolonged precipitation can, and have, caused
some problems with cell floodings and have created temporary muddy conditions at cell entrances.
Flooded cells prohibit vehicle entry for unloading, and create undesirable operating conditions
for heavy equipments on the cell floors. As a result, during such periods unloadings were diverted
to cell tops, and cover operations had to be also directed from the top rather than in accordance
with the progressive trench method originally proposed. Future CP type cells will be of the CT
type operations and waste will be discharged from above the level of the cell floors, if necessary.
Spotter personnel are instrumental in directing traffic flows away from muddied areas.
47
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Insofar as cell inundations are concerned, experimentation with pumping appears to
provide the relief necessary to maintain proper working conditions within the cells and preserves
the dewatered condition required. Lateral movement of excess waters through the cell walls, as
well as vertical percolation through the cell floors has been minimal. To speed this water removal,
the pumping procedure will be considered for future operations as weather conditions dictate.
In order to maintain effective drainage into cell perimeter drainage ditches, the depths
of ditches aic maintained at a level below that of the cell floor. This requires periodic dredging
of accumulated silt in the ditches. Were this type of maintenance not done, silt accumulations
would defeat the purpose of the ditch system.
The problem of disposing of excess earth from "control" cell excavations was eliminated
by stockpiling for future use, use in road building and increasing the solid waste disposal depth
from 8 feet to 12 feet. Control Cell 1 remains as originally planned, being filled to ground level
and covered with two feet of earth.
As of March 3, 1972, the landfill gave notice that it would accept such industrial waste
as acids, alkalies, fungicides, pesticides and petroleum products in limited quantities. Information
as to proper waste treatment required prior to disposal was given for each type waste, with the
added instruction that the landfill would be advised of intended delivery as to time and quantity.
Only rarely do such environmentally detrimental waste arrive unannounced. When deposited, they
are done so as to be dispersed within the cell to the extent practicable, and have not been disposed
of indiscriminately.
Experience has shown that equipment down-time (as well as the necessity to share
equipment with another site) for maintenance and repairs is a problem that needs to be overcome.
This has been partially alleviated by increasing in-shop facilities, employment of full-time heavy
equipment maintenance personnel, and the decreasing dependence upon contract maintenance.
The retention of qualified personnel and the adoption of an effective preventive maintenance
program will go far toward reducing equipment down-time for other than servicing needs. Pride
in workmanship is developing among the new staff. It has seen an existing characteristic among
employees of the solid waste disposal system.
Sanitary landfill operating experience gained since June 1971 is reflected in the generally
smooth functioning of the "Demonstration Project" in accordance with established procedures,
and reflects credit upon supervisory personnel in their ability to adapt to situations as they arise.
The capability of equipment operators to assume added functions or to "fill in" for absentees
has created assurance that operations can be controlled at all times.
48
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ENVIRONMENTAL ASSESSMEN1
Tim section responds to one of the established project objectives - to investigate the
physical, chemical and bacteriological characteristics ol the surface waleis within ilio pioject site,
the dunnage receiving waters, and the ground waters underlying the site. Moie importantly, tin-
activities undertaken to meet this objective provide valuable baseline data for the continued
conduct of the Demonstration Project. The assessment activities and pertinent findings are herein
documented.
Literature Review
The literature search is a continuing part of the Demonstration Project. The search
to date has helped to shape the work on water quality analysis and has added to the engineering
and planning activities. New data will be added since new references continually come to light
and new material is being published.
The Orange County Demonstration Project involves a sanitary landfill in a high water
table -iica. Hence, two areas of concern would be important to a literature review, i.e., those
dealing with sanitary landfills generally and those concerned with the effects of contaminants
in water. Since a landfill operation consists of buried materials, obvious effects would fall first
on ground waters, then pass to surface waters through the sides of the drainage channels. Physical,
chemical and biological effects on waters were of prime interest; however, additional review of
engineering and operational features of sanitary landfills was needed.
The literature search was approached from two directions. The first activity concentrated
on accumulating bibliographies, reports, papers, presentations, books and booklets on solid wastes
and their ultimate disposal. The second was to search discipline literature, such as that existing
for sanitary engineering, biochemistry and microbiology. In this fashion, it was possible to
accumulate literature and literature sources offering a broad coverage of the subject and to provide
a wide range of reference. Useful references were numerous; however, much information found
was of a general nature and did not always fit the Orange County situation. That which did
fit is categorized in the following paragraphs.
Environmental Effects of Landfill. Many references (of which only a select few will
be noted) refer to refuse degradation in a landfill operation and the resulting effects upon water
quality.3.4,5,o,/ jne rapidly of this degradation is directly dependent on the amount of water
in the buried refuse. Refuse has a capacity for absorbing water; therefore, until it becomes
saturated, no water drains away. Reportedly, from 1.5 to 3 inches of water per foot of depth
of refuse in the landfill operation is required for this degree of saturation. "ป'ปฐ For an eight
foot fill, this amounts to an estimated one to two feet of rain water passing through the soil.
Considering then the moisture lost through evapotranspiration, the total rainfall required to allow
for one foot of percolating water would be about 40 inches, or something less than an average
49
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year at the project site. Cover will be sand and sand mixtures with little vegetative cover initially.
Hence, it is logical to assume high infiltration through the cover in the early stage of the project;
thereafter, a rapid attainment of field capacity should be expected. Leachate could be expected
within the first few months under these conditions.
As indicated by some experiences, one of the earliest contamination indicators is the
occurrence of inorganic ions - particularly chlorides - in the ground water. -^,11 Hardness,
alkalinity, and total solids all show marked changes. '2,13 -phUS) inorganic loadings become very
great in the leachate. These are subject to dilution in movement away from the fill; hence,
downstream effects depend on the climate and hydrology of the surrounding area. As the
compacted refuse decomposes, complex organic products also will appear. These are best displayed
in the high BOD and COD values noted in the references. In addition to dilution, downstream
effects will depend on the ion exchange capabilities of the percolating soils and the microbial
action as the material passes through subsurface strata to surface water. Both inorganic and organic
material will appear downstream.
The soil through which the ground water percolates to reach the drainage system may
alter the microbial population by acting as a filter. >14 Additionally, the organic and inorganic
food supplies in leachate, as well as such things as pH, may change microbial populations
downstream in ground and surface water. The microbiology associated with landfills has been
studied to some extent. ป Both anaerobic and aerobic bacteria were found along with formation
of organic acids. Coliforms and fecal streptococci were isolated. Evidence indicated bacteria in
refuse belong to only a few genera. Cook, et.al., reported most bacteria as aerobic, mesophilic
forms. Fungi also were reported along with algae growths in seepage. Movement and survival
ro 17181Q 9fl 91
of organisms in soils and surface waters have also been the subject of investigation. 'ปI0> iy>**J,^"
In porous soils movement can occur with the extent dependent on the nature of the material.
Fine grained sand appears to be the best condition for removal. This type sand exists at the
Orange County site. Survival in ponds can occur with rates of dieoff varying, but reported to
be in the order of days to two weeks. The oxidation pond at the demonstration site will be
protective in this respect.
99
A summary of leachate results by Steiner, et.al., shows concentrations of both
chlorides and sodium ions reaching several thousand milligrams per liter. Metals - dissolved under
acid conditions created by carbon dioxide and/or hydrogen sulfide - along with sulfate, phosphate,
or more reduced ions, may range to hundreds of milligrams per liter. Hardness will rise and total
solids may range to 50,000 milligrams per liter. The latter will include very high COD and BOD
values and will imply some treatment prior to discharge may be needed if leachate is to be
controlled. References consulted generally expressed organic contamination as COD or BOD. Other
than reports on some work on nitrogen content, no detailed information was found on extensive
studies which have been made concerning compounds present in leachates. Similarly, little data
appeared on the microbial effects downstream from landfill operations. Quantitative estimates
do exist on inorganic yield of leachate per unit of fill.
50
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Sampling and Analysis. In order to define what is happening, sampling and analysis
techniques must he adequate. Sampling procedures were mentioned in a mimhei ol
refeiencos ' ' These procedures were extracted and furnished in personnel involved .is
appmpi i.lie. Sampling lot chemical and biological analyses w.ts stand.utli/eil h.iM-d on (In well
pumping ซnul vanillin system desirihcd cIsewliCK'. An.dyvs lot ซoinplex OIK-UIH-. and
miciobiological conlaminalion ate described separately herein. I he avail.ihle liicraUue provided
little reference to these types of analyses. Instead, most reports were concerned with such
parameters as pH, hardness, ionic concentrations, and gross parameters of COD and BOD.
Distribution of Leachate. The landfill area is underlain by impervious material covering
the Floridan aquifer which is under pressure; therefore, leachate migration from the landfill
operation is of interest. The literature consulted and referenced ป indicates horizontal movement
of contaminants with little vertical diffusion can be expected. Hence, vertical mixing is not
expected. Therefore, contaminant distribution should be restricted to within 20 feet of the soil
surface at the site. This was anticipated in the planning for the sampling wells. These wells, with
the exception of those aquifer wells, are 30 feet deep, or less. Some of the later wells are in
three-well clusters at varying depths. This arrangement permits a comparative determination of
the water quality at various depths within a relatively small area. Additionally, percolation of
leachate to the site drainage ditches was expected. Hence, surface quality monitoring will be
important.
Summary. The Orange County landfill operation, located in a warm, sandy area of
normally high rainfall and high water table, should be subject to rapid saturation and
decomposition. The attendant leachate will include high inorganics and organics. Microbial
contamination of waters possibly will occur because of the porous material at the site. The
condition of surface drainage waters will be of particular interest since these are somewhat
protected by the filtering action of the sand surrounding the burial cells.
Water Quality Monitoring Program
The demonstration of satisfactory solutions to problems inherent in the sanitary landfill
disposal of solid waste in an area with a high water table is an overall project objective. Realizing
that contamination of the surface and ground water in the general area of the landfill operation
would be a particular problem, the Orange County Pollution Control Department was requested
to obtain necessary background information and to conduct periodic sampling of surface and
ground waters throughout the project period to ascertain if pollution problems do occur.
Related objectives for the Demonstration Project, which are concerned with water
pollution control, suggest that there be means of
. . . supplying local, state and Federal pollution control agencies with data on water
pollution problems as well as solutions to water pollution problems stemming
from a high water table landfill operation.
57
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. . . investigating and reporting changes within the "demonstration" anil "contiol"
landfiH areas for variants in physical, chemical (organic and inorganic), and
microbial activity in the aqueous environment.
Presently, the project team is developing ,1 basic water quality monitoring progiam that
will be applicable to sanitary landfills. Evaluating tests to find which ones are best suited lo
use as indicators of pollution are being conducted.
To accomplish these objectives, a comprehensive monitoring program was established
to test changes in ground and surface water quality including bacteriological, biological and
inorganic-organic chemical parameters. The study team designated to investigate these parameters
included experts from the Orange County Pollution Control Department, Florida Technological
University, and VTN INC. In support of these investigations, grant funds were available for hiring
additional staff to analyze biological and chemical samples; to obtain chemical and bacterial
samples; and to oversee construction of the shallow and deep well field.
The Orange County Pollution Control Department provided the overall direction in the
field surveillance program by developing a sampling schedule for both ground and surface waters.
The Pollution Control Department has a complete chemical and biological laboratory and is in
the process of enlarging both of these facilities. The enlargement will provide space for handling
an increasing volume of sample analysis and accommodating a new microbiology laboratory. The
chemical laboratory has one chemist, one chemical laboratory technologist, and one laboratory
aide. The biological laboratory employs one biologist, two technicians and one aide. In addition,
the project has added one biologist, one chemical technologist, and one biological technician to
the laboratory staff.
Prior to beginning landfill operations, a comprehensive ground and surface water
evaluation was completed for the project area. The sampling network provided the required natural
baseline data for network comparison with subsequent water quality monitoring activities. The
sampling network includes
. . . surface biological sampling schedule and station locations developed to insure
sampling of the solid waste disposal site, outfall canal, and the receiving stream
(Little Econlockhatchee River) above and below the confluence of the outfall
canal.
. . . surface chemical sampling schedule and station locations developed for the
holding pond, effluent, outfall canal, and receiving stream described previously.
... a network of shallow wells - within and adjacent to the landfill - developed
under the direction of the consulting geologist responsible for ground water
management studies.
52
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Surface Water. The study of the quality of the surface water has included the
establishment of sampling locations and schedules; sampling methods; selection of pertinent
physical, chemical, and biological analyses; and the interpretation of the collected data. In the
following pages, these elements of the study are discussed in detail.
Sampling Locations. Surface monitoring for this study includes (1) the demonstration
site's pond, (2) the 2.7-mile outfall canal leading from the Demonstration Project and (3) a
14.8-mile length of the Little Econlockhatchee River, the receiving stream. The three major factors
basic to the location of sampling stations along the river were
. . . the existence of two areas of domestic waste effluent discharge.
. . . the varying morphological characteristics.
. . . the availability of chemical and phytoplankton data previously obtained by
the Orange County Pollution Control Department.
With the above stated factors in mind, twelve stations were established for the initial
background study (see Figure 28 and Table 1). Of these stations, nine were for chemical and
biological monitoring and three for chemical monitoring only. Two stations were located in the
outfall canal (Stations 1 and 2) and one station was in a tributary of the river (Station 4). The
remaining were established along the entire length of the river (Stations 3 and 5 through 9).
Some alterations were made to the above during the second project year due to additional
excavation of the demonstration site drainage system, canalization efforts for the tributary stream,
and coordination of biological and chemical stations. These adjustments required the addition
of one station each in the demonstration site's Pond A (Station PA) and its effluent (Station
PE), the temporary elimination of Station 4, and the consolidation of Stations 5 and 5A, 6
a. ' 6 A, and 7 and 7A.
Sampling Schedule. Samples for physical and chemical analyses were taken four times
during the first month and every three months thereafter until May 1971. At that time monthly
sampling began at all stations, excluding Stations 6 through 9, which continued on a quarterly
basis. Samples for organic studies are taken monthly from stations PA, PE, and 1.
Biological samples are taken regularly but on a more limited overall schedule.
Phytoplankton samples are obtained on a monthly schedule from all stations excluding Stations
6 through 9. These remaining four stations are sampled quarterly. Since May 1971, sampling
days are in conjunction with water samples for physical and chemical analyses. Periphyton, initially
sampled continuously, (through May 1971) is now on a quarterly schedule for all stations.
Macroinvertebrate sampling by both qualitative and quantitative methods was on a monthly basis
until May 1971 when the multi-plate method was changed to sampling on quarterly schedule
53
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OVIEOO
CRANE STRAND CREEK
POND EFFLUENT ฃ
TRIBUTARY
(OLD MAINSTREAM
LITTLE ECOH.)
EAST ORLANDO
CANAL (*
CHULUOTA
0 I 2
SCALE IN MILES
FIGURE 28 Location Of Surface Water Sompling Points , Orange
County Demonstration Project.
54
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and the qualitative method was changed to semiannual sampling. Samples foi microhial studies
aie taken monthly from Stations PA, PE, and 1.
dimpling Mellwils. Water samples lor pliysiial anil ihernkal .uialysis weie oiiginally
(through M.iy 1971) obt,lined using a 24-houi hatleiy opeiated composite samplei developed by
the Orange County Pollution Control Department (Figuies 29 and JO). Since that time, the samples
have been obtained by submerging an acid washed, dark, polyethylene container six to twelve
inches below the surface of the water. Samples for oiganic analysis are obtained in the same
manner using clear, ground glass stoppered bottles. All samples are immediately placed in a cooler
for transporting to the laboratory.
Dissolved oxygen measurements since May 1971, have been taken in the field using
a Yellow Springs Instrument Co., Model 54 oxygen meter. Prior to that date, the determination
was made in the laboratory using a BOD self-stirring probe with the same model oxygen meter.
Aquatic macroinvertebrates are collected using two methods of sampling. Qualitative
samples are taken with a dip net and quantitative samples are obtained using an artificial substrate
1 he method employing an artificial substrate utilizes multiple-plate samplers constiucted with
some modifications from that of Hester and Dendy (Figure 31). Each sampler consists ol
one-quarter inch thick Masonite plates and spacers. The eight plates are eight centimeters squaie
and are separated by two centimeter square spacers. Each multiple-plate sampler was held together
by a six inch eyebolt. At each station, two samplers are then submerged approximately one foot
below the water surface and two feet apart. At the end of a four-week period, the samplers
are removed, placed in separate plastic bags in a cooler and transported to the laboratory for
examination.
Qualitative, macroinvertebrate samples are obtained by dragging a D-framed dip net
?cross the bottom deposits and through aquatic vegetation. With an attempt to collect at least
one of every species present, the organisms are sorted in the field using a white porcelain pan
arid forceps and placed in vials of 95 percent ethanol. All the various natural substrates in a
station area are investigated.
Phytoplankton samples are obtained by submerging a gallon container six to twelve
inches below the surface of the water. The samples are then placed in a cooler for transporting
to the laboratory.
A periphyton sampler was constructed for each station following the basic design of
Weber (Figure 32). Each sampler contains eight, one by three inch microscope slides which
are submerged three inches below the water surface. At each station after the slides have been
submerged for six weeks, four slides are removed and placed in a jar containing 100 milliliters
of five percent formalin solution. The remaining four slides are placed in 100 milliliters of 90
percent aqueous acetone. All jars are refrigerated in coolers for transferring to the laboratory.
55
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BATTERY-i
ADJUSTABLE DIVIDER
FOR SAMPLE SPLITTING
IRON PIPE
INSULATED BOX
-SAMPLE
SUBMERSIBLE PUMP
STREAM FLOW
FIGURE 29.24-Heur Composite Sampler For Surface Water Sampling
56
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v **-
PFIGURE 30 24-Hour Composite Sampler for Surface Water Sampling
TVlit? 1-*n i-Trt Jr. ,-,-..~ J-- 1 * -1
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Physical, Chemical and Biological Analyses. The monitoring program for evaluating the
surface water quality includes pH (laboratory and field), chlorides, sulfale, chemical oxygen
demand, dissolved oxygen, phosphate (total and ortho), nitrogen Initiate, nitrite, ammonia and
organic), temperature, conductivity, turbidity, solids (total, suspended and dissolved), calcium,
magnesium, iron, aluminum, /inc, potassium, sodium, copper and carbon (total oiganie and
inorganic) (Tables 2 through 7). Sulfate, field pH and chemical oxygen demand analyses wcte
not performed during the first year of the project.
Biological monitoring includes cell counts, identification, and pigment analysis of both
planktonic (Tables 8 and 9) and periphytic (Tables 10 and 11) algae. The macro invertebrate
community is evaluated from identifications and numbers present (Tables 12 through 15). Bacterial
studies include aerobic, anaerobic, sulfur, possible staphylococcus and filamentous fungi (Tables
16 through 21).
Physical and Chemical Properties of Site Drainage System. The landfill drainage system
includes Pond A, the Pond A effluent and canal stations 1 and 2. The following discussion does
not include irregularities directly caused by excavation of the pond and canal. The discussion
does, however, display the general physical and chemical conditions present since October 1970.
The surface water of the landfill drainage system has acid characteristics with pH values
below 7 ([able 5). The consistently lower pH at Station 1, when compared to Pond A, is a
result of the drainage from Bay Branch Swamp located between the stations. Downstream from
Pond A to Station 2 there is a noted increase in both hardness (5mg/l to 24mg/l, respectively)
and alkalinity (7mg/l to 42mg/l, respectively). This extremely soft water condition in Pond A
gives the water very little buffering capacity and accounts for the drastic pH change.
The components of hardness (calcium, magnesium, iron, aluminum and zinc) do not
increase proportionally from Pond A to Station 1 (Table 6). Calcium and iron increase in greater
pioportions than do magnesium, aluminum, and zinc. Copper is very seldom detected and sodium
concentrations are approximately one-half the chloride concentrations. Of the principle alkalies
and alkaline earths, their abundance in decreasing order of concentration is sodium, calcium,
magnesium and potassium.
The total dissolved solids are chiefly mineral and remain below 100 milligrams per liter
throughout the landfill drainage system. They also make up the major fraction of the total solids
present there. Suspended solids and turbidity are both below 10 milligrams per liter although
expectantly higher values were obtained during dragline activities in the drainage system.
The chloride concentrations average 12 milligrams per liter in Pond A and its effluent
with slightly higher averages (17 and 19 mg/l) downstream. The atomic ratio of sodium and
chloride is almost unity and their concentration ratio almost equal to that of seawater and
rainwater. The fairly high natural chloride concentrations were expected here when considering
the distance from the ocean and its subsequent influence on the salt concentration of the rainwater.
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The conductivity is higher at the downstream stations (143 micromhos/cm) compared to Pond
A (75 micromhos/cm). Although this measurement does not indicate what ionic substances are
present, it docs fluctuate with regard to their concentrations and is therefore indicative of the
tot.il salt concentration.
Phosphate levels are typically below 0.1 mg/l with varying proportions of the Ortho
form. Organic nitrogen is usually less than 1 mg/l in Pond A and its effluent, but it is often
higher at Stations 1 and 2. Other nitrogen forms have the same trends with Pond A and its
effluents having smaller concentrations than the two downstream stations. The concentrations
of these nutrients are high enough to produce larger algal populations than noted to date. The
ratio of nitrogen to phosphates does indicate an excess of nitrogen for optimum algal growth.
The low carbon dioxide values (below 1 mg/l) and alkalinity (Table 7) found in Pond A indicate
the source of carbon as a possible limiting factor in the algal populations.
The dissolved oxygen content is above 7.5 mg/l and between 78 and 105% saturation.
With these high dissolved oxygen values obtained in the mornings and concomitant low available
carbon dioxide for further assimilation, the biological production of oxygen appears to be sufficient
to contend with any pressures that the natural chemical oxygen demand of 11 to 56 mg/l may
exert.
Biological Properties of Site Drainage System. Phytoplankton data has shown low total
counts (20 to 680 algae/ml) (Table 8), with a minimum of 35 genera found at the three stations
(Table 9). Of these total genera, the pennales and Dinobryon have been the most consistently
found algae. It is of interest to note that Dinobyron usually desires low nutrient concentrations.
Pigment analyses of phytoplankton from these three stations show similar seasonal trends
with chlorophyll -a, -b and -c generally indicating the community composition. Chlorophyll-a,
for the most part, was in its functional form with only a few occurrences of its phaopigments
(non-functional chlorophyll). It was noted that when phaopigments were found there was usually
a decrease in the algae counts (Table 8).
Total cell counts from periphyton samples range from 20 to 634 cells per square
millimeter with all three stations having the same seasonal trends (Table 10). Cosmarium, Euastrum,
Dinobryon and pennales are the most often found of the 35 algae found here (Table 11).
Chlorophyll-a values varied between the extremes of 0.5 and 34 milligrams per square meter.
These values had trends similar to that of the cell counts. Phaopigments are normally present
and often in substantial proportions when total chlorophyll-a values are low.
This data of the planktonic and periphytic communities indicates the unproductive
nature of the landfill drainage system as dictated by the chemical conditions discussed above.
Alterations in the water chemistry by contaminated leachate will significantly alter these
communities in both size and composition.
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Macroinvertebrates collected during qualitative and quantitative sampling reflected a
growing community in spite of some setbacks due to excavations of the drainage system (Tables
12 and 14). The Biotic Index ranges from 0 to 11. Although this is considered low for an
unpolluted stream, the landfill outfall canal is relatively new and has low or at times no flow.
Class I (pollution intolerant) organisms have varied from 0 to 33 percent of the species present
and Class II (moderately tolerant) organisms have varied from 0 to 50 percent. Class III (pollution
tolerant) organisms usually make up from 20 to 30 percent of the species present. Degradation
of water quality will cause an increase in pollution tolerant forms and a subsequent decrease
in intolerant organisms. Total counts range from 40 to 1,765 organisms per square meter but
are predominantly below 500 per square meter. The most consistently found macro!nvcrtcbratcs
are the chironomids, Anatopyniu, Ablabesmyia janta, Chimnomus, Procladius, Polypedilum fa/lax
and Ocetis (Tables 13 and 15).
Microbiological data is given in Tables 16 through 21. As with the well waters, there
are aerobic and anaerobic populations. These have been stable and do not show evidence of changes
due to the landfill burial. Sulfur oxidizing and reducing bacteria are present along with small
populations of fungi and possible Staphylococcus organisms. Coliforms are being detected in surface
waters in small numbers. Fecal coliforms are to be expected because of the animals, including
cattle, in the general area.
Physical and Chemical Properties of the Little Econlockhatchee River. The Little
Econlockhatchee River (Stations 3, and 5 through 9) and one of its tributaries (Station 4) has
been monitored since October 1970. Since the landfill drainage system enters the river between
Stations 3 and 5 it was important to obtain data to evaluate the river's present condition. The
following is a summary of the physical and chemical properties of this receiving water.
Solids are primarily in the dissolved form with average values ranging from 146 to 243
milligrams per liter. Suspended solids and turbidity are typically below 30 and 10 milligrams
per liter, respectively. Exceptions to this generally occurred during the landfill outfall canal
excavation.
The river has alkaline characteristics (except for Station 4 in the unaltered tributary)
typically ranging from 38 to 100 milligrams per liter and averaged pH values are from 7.1 to
7.4. Total hardness varies less between stations with averaged values of 47 to 66 milligrams per
liter.
Chlorides vary greatly with extreme values of 5 and 86 milligrams per liter; however,
averages for each station show a range of 19 to 48 milligrams per liter. These extremely high
values are indicative of the contamination from domestic waste treatment facilities during periods
of low precipitation.
Phosphate and nitrogen values are high, with average total phosphate concentrations
of 0.64 to 3.66 milligrams per liter and Kjeldahl nitrogen concentrations of 0.9 to 8.3 milligrams
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per liter. Nitrate and nitrite nitrogen arc also liigli with combined average concentiations ot 0.23
to 0.62 milligrams per liter. This excludes the unaltered tributary (Station 4) which has less nitrate
and nitrite nitiogen (0.04 ing/I).
The dissolved oxygen content is usually low (0.5 to 4.6 mg/l) at all stations, although
in the canalized portions of the river (Stations 3 and 5) the dissolved oxygen content sometimes
reaches a saturated condition. This saturation is accomplished by a large stand of aquatic
macrophytes in these canalized areas or by large plankton populations when these stands reduce
in size.
Biological Properties of the Little Econlockhatchee River. The phytoplankton data show
a considerable difference in standing crop at each station (Table 8). Station 3 (upstream from
the confluence of the landfill outfall canal) has total counts ranging from 52 to 24,150 algae
per milliliter. Downstream the standing crop becomes less variable and decreases to a range of
10 to 250 algae per milliliter (Station 7). A rise in both size and variability occurs further
downstream at Stations 8 and 9 where the total counts range from 10 to 1,860 algae per milliliter.
A minimum of 48 genera of algae have been found in the river with very few having a high
percentage of occurrence at each station (Table 9). Two pollution tolerant algae, Euglena and
are the most often found genera in the river.
Peiiphylon communities throughout the river were quite variable. Cell counts show
location and seasonal trends similar to those ol the phytoplankton. Only Stations 3, 5, and 8
have cell counts exceeding 2,000 cells per square millilitei (Table 10). Chlorophyll-a concentiations
are highest at Stations 3, 5, 8, and 9, with all other stations normally remaining below 10 milligrams
per square meter. Phaopigments of chlorophyll-a are quite irregular in occurrence and
concentrations. Of the 36 genera found in the periphyton of the river, pennate diatoms,
Scenedesmus and Euglena are the most consistently found algae (Table 11). These genera are
commonly associated with organic pollution. It is interesting to note that Dinobryon, having the
highest percentage of occurrence in the landfill outfall canal, was found only in a tributary of
the river (Station 4).
Macroinvei tebrates collected on multiple-plale from Stations 3, 4, and 5 are below 1,000
organisms per square meter (Table 14). Continuing downstream, Stations 6, 7, 8, and 9 have
progressively higher concentrations, but usually under 3,000 organisms per square meter. The
number of species present per sample also increases going downstream until Stations 8 and 9
show a definite reduction in the abundance of species. The occurrence of Class I (pollution
intolerant) and Class II (moderately tolerant) organisms is limited to a single occurrence at Station
3, while 22 to 56 percent of the organisms there are in Class III (pollution tolerant). Directly
downstream (Station 5) there is a slight shift in the community to more Class I (0-17%) and
Class II (6-15%) organisms. At Stations 6 and 7 Class I organisms dominate with the number
of species being between 21 and 55 percent of the number of species per sample and Class II
organisms 5 to 20 percent of the number of species present. A reduction in Class I and Class
II organisms is found at Station 8, where 0 to 27 percent are in Class I and 0 to 13 percent
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arc in Class II. At Station 9 there is a shift to a greater percentage of Class I (22-38%) and
Class II (0-27%) organisms. The macroinvcrtebrates collected in qualitative samples display the
same pattern based on indicatoi organisms, but with some differences in pen enlace values (Table
12).
(around Water. In order to monitor the effects of the landfill on the ground watei
quality, a total of 38 shallow wells was proposed (Figure 33). These shallow wells, ranging from
10 to 30 feet deep, cover 40 percent of the 1,500 acre landfill. Within this 40 percent lies the
general area of filling during the first three years of operation.
Each test well is made of two inch polyvinylchloride (P.V.C.) plastic pipe. The 20 and
15 foot wells have a 10 foot well point section, and the 10 foot wells have a five foot well
point. The bottom is capped to insure that water enters the casing only through a series of
screen slots 0.010 inches by one inch long (Figure 34). The top end of the casing is threaded
to accommodate a P.V.C. cap through which a piece of one-half inch pipe is fitted and extended
to the bottom of the well. Outside the cap is an elbow connection designed to accommodate
the sampling apparatus (Figure 35).
Installation of the test wells was completed by professional well drillers. A four inch
steel casing was augered into the ground to the desired depth. The soil within the casing was
then washed out and the two inch P.V.C. pipe and well point were placed in position. Coarse
builders sand was used to backfill to a depth of ten feet. A two foot concrete seal was installed.
Following this installation native soil was used to fill from the concrete seal up to ground level.
The four inch steel casing was then withdrawn leaving the P.V.C. pipe and well point in place.
Prior to any sampling, approximately 2,000 gallons of water were pumped continuously from
each well to remove any foreign material and to thoroughly flush the layer of filter sand.
Sampling Locations. From December 1970 through May 1971, six 20-foot wells (Wells
3, 5, 6, 10, 16, and 20) were available for monitoring in relatively close proximity to the first
fill areas. From May through October 1971, data was obtained from additional six 20-foot wells
(Wells 4, 9, 13, 19, 23, and 24) located in more outlying areas. In October 1971 the addition
of a 10 and 15 foot well clustered around each original well brought the total to 21 shallow
wells in the monitoring program (excluding Well 6 which was destroyed during operations in
September 1971). Two additional wells were located in the fill to the bottom of a control cell
and a demonstration cell. The control cell fill well (Well 30) was also destroyed in September
1971. Additional shallow wells ranging from 10 to 30 feet deep, and two replacement wells installed
in June brings the ground water monitoring program to the originally proposed 38 wells. These
last wells are to be installed and located individually or in clusters of two and three.
For the purpose of monitoring fluctuations in the ground water level, additional wells
were driven near each well or well cluster existing in October 1971. These wells are used only
for water elevation determinations.
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VACUUM
CHAMBER
PORTABLE
GENERATOR
CONCRETE
COARSE BUILDERS SAND
.010 WIDTH
DETAIL
WELL SCREEN SLOTS
FIGURE 34. Profile Of Shallow Sampling Well
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.vf
..;*ซ
FIGURE 35 Shallow Well for Ground Water Sampling.
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Sampling Methods. Since ground water sampling requires a high standard of validity,
exact procedures and compatible equipment are used. Because one of the analyses is for trace
metals, no metal could be a part of any well construction material or sampling equipment.
In the process of obtaining samples from test wells, a vacuum chamber and connecting
hoses, a vacuum pump, and a portable electric generator arc used. The vacuum chamber,
constructed of cleat plastic tubing, is eight inches in diameter with a 1/8-inch wall. It is 14
inches high with a three gallon capacity. The bottom is permanenlly sealed and the removable
top has a soft rubber gasket which allows an airtight seal when attached to the vacuum pump.
Water is drawn in with vacuum maintained through the use of two 3/8 inch diameter plastic-
tubes permanently inserted through the top. The chamber is attached to the well and the vacuum
pump by two flexible rubber hoses which slip over the ends of the 3/8-inch plastic tubes found
on the chamber and attached to the well and vacuum pump with the threaded P.V.C. connectors
incorporated as part of each hose. A container may be placed in the chamber and a sample
drawn directly into it, or the chamber can be filled and a sample poured into a container (Figure
36), A Bel! and Gosset 1/4-HP, high volume vacuum pump is being used and was chosen for
efficiency, light weight, and compactness. A McCulloch 1500 watt, 115 volt portable generator
has proven quite satisfactory as a power source for the vacuum pump. Again, light weight and
compactness was taken into consideration in the selection of this power source.
The sampling process requires the drawing and discarding of three vacuum chambers
of water as a means of insuring fresh water in the well and to flush the hose leading to the
chamber. All containers for chemical analyses samples are acid washed and rinsed repeatedly
with distilled wafer before their use. Samples are placed in capped polyethylene bottles. These
bottles ,ue marked so as to insure repetitive use of the same bottle lor the same well. Bottles
air filled to overflowing, capped, and stored in a refrigerated box. The samples ,ire then taken
to the lahoijtory for analysis. Following use, all bottles are rinsed and returned for the next
sample taking. The approximate volume of each well sample is about three liters.
r or microbiological analyses, separate 250 rnilliliter and/or one liter samples are taken
aseptically. Prior to sampling, amber glass bottles are autoclaved with aluminum foil covering
the bottle mouths and secured with rubber bands. At sampling time, the foil covering the sterile
sample bottle is punctured with the tube of the collecting apparatus and water is pumped
immediately from the well directly into the sterile bottle. Sterile bottle caps are unwrapped and
placed on the filled bottle. The collected water samples are then carried in refrigerated coolers
to the laboratory where analysis begins within a few hours.
Sampling Schedule. All shallow wells prior to October 1971 were sampled on a monthly
basis with two sampling days per month. With the addition of more wells in October, it became
necessary to adjust the scheduling. From that month through the present, sampling is done two
times a month with each well sampled bimonthly.
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/fr
>
FIGURE 36 Vacuum Chamber for Shallow Well Sampling.
69
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Physical and Chemical Analyses - General. The moni'oring program tor evaluating the
gi oin id waler quality includes pH (laboratory and field), chlorides, sulfate, chemical oxygen
demand, phosphate (tolal and ortho), nitrogen (nitiate, niuile, ammonia, and oiganu),
tempcialuie, i ondnt livil v, turhidily, solids (total, siis|)ended anil dissolved), calcium, magnesium,
iron, aluminum, /iiu, potassium, sodium, copper, and caibon analyses (lahles 12 Ihiouijli 21)).
Of the preceding parameters, sulfate, field pH and chemical oxygen demand analyses weie instigated
during the second year of the study.
At this time data has been collected from twenty-two wells with data from 4 to 19
samplings for each well. The number of samples obtained from each well varies as to well
installation date.
Although water quality data is available and reported for each well, the following
discussion is concerned with the general ground water characteristics of the demonstration site.
Since December 1971, the ground water quality characteristics of Well 3 have been markedly
different from that of other wells. Therefore, the generalized discussions exclude Well 3 which
is discussed separately.
The lemperature of the ground water has a narrow range primarily between 20 and
.M ( I 01 a given day and equal well depth, each well water sample is ol a constant lempeutiiu-
\ c oiiiji.ii ison of ambient .ind giound water temper.iluies showed a one to ihu-e month I.\y, m
(lie gioimd w.itei lempei.ilui e change corresponding to gross ail Icmpcialuie changes.
Physical analyses performed on samples from the shallow wells included total solids,
suspended solids and dissolved solids (Tables 22 and 27). In earlv samples some minor participate^
were observed in the well waters; however, they have not been observed since the wells were
developed by successive pumping. Total solids are generally below 100 milligrams per liter with
higher values occurring during the first few samples obtained for each well. The suspended solids
and generally corresponding turbidity are below 50 milligrams per liter and 30 milligrams per
liter, icspectively. Both of these parameters decreased with successive samples from each well.
Evaluation of total dissolved solids was a necessary adjunct to initial examination of
organic components (Table 27). Average values obtained for wells other than Well 3 ranged from
25 to 66 milligrams per liter. Values obtained for January 18 and February 8 and 15, 1971,
were neglected because of the particulates noted and the fact that techniques were being refined
The total dissolved solids were low for all well waters. Similar analyses run for F.T.U. tapwaier
avei aged 280 and for distilled water 17 milligrams per liter, respectively. Hence, live of the six
initial wells showed very pure water with little soluble material. Ihis data is compaiable to low
dissolved solids found in surface waleis.
The pH of the wells was uniformly on the acid side ranging from about 3.1 to 5.8
when first measured in the laboratory at F.T.U. using a Sargent pH meter or Corning Model
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10 with glass electrode. Wells were reasonably consistent in pH on any particular sampling date
with the exception of Wells 3 and 9. Well 9 showed the highest pH values. Samples taken on
several dates were subjected to aeration, initially in one case for one hour, in the second case
for 40 hours. The pH rose to a range of 6.8 to 6.9 for all wells in the first case and to a
range of 7.1 to 7.3 in the latter. The apparent cause was gaseous COo and/or h^S in the well
water. In no case was it possible to measure the pH in the field, the values given being those
after arrival at the laboratory. Some gaseous contaminants may have been lost in the handling
process prior to delivery to the laboratory.
The carbon content of Pond A and its effluent is quite low (Table 7), ranging from
11 to 20 ppm -- the vast majority of this carbon being in the organic form. There appears to
be very little inorganic carbon present in the surface waters at these locations. The waters of
the outfall canal at Station 1 exhibit about the same characteristics as do Pond A and its effluent,
except lor occasionally higher values (up to about 70 ppm) usually associated with runoff from
adjacent swampland rather than from the landfill site.
Concurrent with increased organic carbon following heavy rains is a drop in pH - a
case in point is the heavy rainfall (2-29 inches) of October 20, 1971. When sampled on October
26, the water at Station 1 was heavily discolored due to drainage from adjacent peat bogs and
its pH had dropped to 3.85, while its organic carbon content had risen to 64.2 ppm. These
changes are brought about by the leaching of acidic lignified materials from adjacent swamps
and not via contamination from the waste site itself.
As a general rule, the surface waters tend to be on the acidic side ranging from about
5.5 to 6.0 in Pond A and its effluent. The waters of the canal draining the site tend to be
more acidic than Pond A and its effluent due to acidic drainage from adjacent areas.
The average total hardness for all wells had a range of 5.6 to 79.6 milligrams per liter,
with most wells (excluding Wells 3, 4, and 9) having concentrations below 20 milligrams per
liter. Chloride concentrations were variable but generally between 7 and 16 milligrams per liter.
Specific conductivity, an indirect indication of mineralization, was usually between 29 and 139
micromhos per centimeter and generally corresponded to variations in total hardness.
Ortho-phosphates were below 0.04 milligrams per liter phosphorus, with total phosphate
generally ranging between 0.01 and 0.35 milligrams per liter. Nitrogen determinations including
four forms - nitrate, nitrite, ammonia and organic nitrogen - were generally below 0.09, 0.009,
0.30 and 1.00 milligrams per liter, respectively.
Since these analyses for sulfate and COD did not begin until April 1971, less data
is available for comparison. Each of the above parameters has been fairly consistent for each
well with sulphate ranging from 0 to 32 milligrams per liter and the chemical oxygen demand
varying from 0 to 39 milligrams per liter.
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Of the metals analyzed, the calcium concentrations varied the most from well to well.
The variation had an average range of 0.2 to 29.1 milligrams per liter. This difference in values
corresponds to reported variations of hardness values. Magnesium, anolher major contributor to
hardness, was comparatively consistent with an average range of 0.50 to 1.76 milligrams per liter.
Iron and aluminum values were generally between 0.25 and 1.50 milligrams per liter, while zinc
was usually present in concentrations of less than 0.25 milligrams per liter. Copper has only
been detected sporadically and always in concentrations less than 0.05 milligrams per liter. Sodium
and potassium concentrations ranged from around 1 to 8 milligrams per liter and 0.1 to 0.8
milligrams per liter, respectively.
Hydrogen sulfide (htaS) initially was approximated by acidifying well water to drive
off the H^S, which was then bubbled into a standard iodine solution. Residual iodine was
back-titrated with standard thiosulfate solution. For the May 1971 well water samples, the
maximum h^S averaged 7.8 milligrams per liter. Values for the six wells were reasonably close,
hence only the average is given. Later sulfide analyses were done by the methylene blue colorimetric
procedure of Standard Methods.
Samples of well water were examined by ultraviolet and visible absorption to determine
the organic content. Optical densities were taken on samples of February 22, March 8, April
5, and May 5 with close agreement. Dissolved organic material was estimated by the method
of Armstrong and Bolach^-* using the ultraviolet absorption data. Values ranged from 1.48
milligrams per liter for Well 10 to 62.9 milligrams per liter for Well 3. Results are given in Table
28 as one example. Absorption spectra analysis has been continued to be taken as part of the
analytical procedure. Correlation between organic carbon content and ultra-violet absorption at
260 millimicrons has been observed. This might be suitable as a monitoring technique in the
future. Further investigation and thought is necessary.
Other Organisms. All analyses for Salmonella have given negative results. Some
Staphylococcus data is given in Tables 34 and 35. These media are selective for Staphylococcus.
Note populations are low. Further analyses of these have shown the presence of other types
of organisms, in part due to sediments and soil organisms. No pathogenic Staphylococcus has
been detected in any samples. Isolates have shown Bacillus species. Bacillus is one of the most
abundant bacteria in soils. Shigella was investigated for the March 1971 samples. Results were
negative. The negative Salmonella and Shigella results are consistent with coliform data.
Enterococci were negative in samples in the spring of 1971.
Differentiation Tests have shown the presence of Flavobacterium, Achromobacter,
saprophytic Staphylococcus, Alkaligenes, and some psendomonads whose genera have not been
clarified. Clostridia have been formed in anaerobic samples. About 5 to 6 bacterial types have
been observed with two to four isolates predominating in total aerobic populations. Aerobic isolates
have been observed to grow anaerobically. Biochemically some isolates, including the predominate
species, can hydrolyze lipids. Three isolates were capable of degrading starch, but none of the
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predominate species were so capable. None of the isolates in early tests showed degradation of
cellulose in two weeks. Several degraded gelatin. Isolates also reduced nitrates.
Fungi. Table 36 presents data on filamentous fungi. Counts are small and relatively
insignificant.
Sulfide analyses have been carried out on selected wells as sampling has progressed
subsequent to initial pilot determinations previously cited. Results have been variable with values
being very low and in some cases zero (example: Wells 4, 25, and 26 on February 7, 1972).
Values for March and April 1972 sampling included 75 parts per billion sulfur for Well 3 water.
Most of the rest were less than 15 ppb. Sulfide analyses for wells sampled in May 1972 failed
to show positive results. The general conclusion would be that sulfides are present at very low
levels.
Some work also has been done with lignin materials found to occur naturally in the
ground waters. This has shown the acid soluble fraction is composed primarily of materials with
molecular weights of less than 50,000, while (he base soluble fraction is composed primarily
of materials of molecular weights greater than 50,000, although some of the base soluble materials
also have molecular weights of less than 50,000. The majority of these materials (both acid and
base soluble) have molecular weights greater than 25,000 and may be separated from other organic
mateiials by elution from a column of G-25 Sephadex. It is not planned to pursue the work
on characterization of lignins any further as the organic contaminants of Well 3 rightly deserve
more attention.
While there are some variations in the May 1972 data in wells other than Well 3, carbon
content and other information do not yet indicate that contamination has spread to other wells.
Physical and Chemical Analyses - Well 3. As previously indicated, Well 3 has shown
unique characteristics in water quality since December 1971. Well 3 is a 20 foot well located
in the middle of a filled demonstration cell. Its 10-foot well point is approximately 2 feet below
the bottom of the fill. Analysis of water from this well began in December 1970 and displayed
only small, normal variations until December 1971. Six months after landfilling began, there was
a distinct rise in the concentrations of total dissolved solids, chlorides, total hardness, Kjedahal
nitrogen, calcium, magnesium, iron and sodium (Tables 22 and 26). The water from Well 3 had
a distinct yellowish color as compared to the other wells which were clear. This was attributed
to the fact that Well 3 is located in an area that was formerly a bog, and is therefore in highly
organic soil.
One will note that Well 3 has definitely become polluted with organic matter from
the landfill. The total organic carbon content of Well 3 averaged about 18 ppm during the months
of July, August, September and October of 1971, and on October 4, 1971, the well contained
only 28 ppm total carbon, of which 18 ppm was organic carbon. However, by December 7,
1971, Well 3 contained 102.7 ppm total carbon and 48.7 ppm organic carbon. By December
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20, 1971, the carbon content had further increased to 186.0 ppm total and 95.3 organic carbon.
Concurrent with this increased carbon content, an elevated CO^ content appears to have
significantly lowered the pH, although the decrease in pH may be due to other factors as well,
e.g., increased K^S production resulting from decomposition of organic matter.
Table 29 indicates the continuing contamination of Well 3 waters. By April 17, 1972,
the total carbon had risen to 1,227 milligrams per liter. Most of this was in the organic form.
At the same time high CC^ values occurred along with low pH values in the range of 4.3 to
4.6. The pH remained low after one hour aeration (Table 25), indicating the possible presence
of organic acids.
Total dissolved solids for Well 3, with a previous average concentration of 171 milligrams
per liter, rose to 297 milligrams per liter. By June 1972 the concentration had risen to 907
milligrams per liter. Total hardness changed from 30 milligrams per liter to 166 milligrams per
liter and then rose to a high of 253 milligrams per liter in June. Chlorides increased to 55 milligrams
per liter from a previous concentration of 10 milligrams per liter.
Of the four forms of nitrogen, only ammonia and organic nitrogen increased in this
reducing environment. Ammonia concentration went from the previous average of 0.04 milligrams
per liter to a high of 13.9 milligrams per liter in April. Since tbat time there has been a decrease
to 6.00 milligrams per liter reported in June. Organic nitrogen concentrations increased from
0.60 milligrams per liter to a high of 6.50 milligrams per liter in April. As with ammonia there
was a considerable decrease in June.
The metals used in the determination of total hardness in Well 3 had concentrations
in a decreasing order from Ca, Mg, Fe, Al to Zn. As of June no increase in zinc has been detected
and the concentration order has changed to Ca, Mg, Al, Fe, Zn, with Ca still exhibiting the
greatest concentration.
The previously undetermined chemical oxygen demand was at 1.370 milligrams per liter
in January 1972 and steadily rose for six months to 4,040 in June.
It was expected that concentration of h^S and methane would increase significantly
in Well 3. Analysis in February 1972, by carbon measurement and gas chromatography, led to
the conclusion that little methane was present. Sulfide analysis showed only a trace of K^S present
in the well. Gas chromatography also did not show a significant increase in fatty acids and similar
metabolites and anaerobic bacteria. In these analyses the majority of the organic carbon in the
well appeared to exist as polar water soluble materials (probably carbohydrates and proteins).
Work has continued on characterization of the organics of Well 3 with concentration
of effort in the summer of 1972. The lipids fraction has been under investigation.
14
-------
Biological Analyses - All Wells. Biological analyses of well waters were accomplished
in accordance with procedures given in the Appendix.
Aerobic bacteria data is given in Table 30. These data are consistent with the chemical
analyses. For Well 3 a great increase occurred in bacterial population in December 1971 just
as the chemical contamination occurred. The high value of 55,000 per milliliter dropped very
quickly during the next few months, perhaps due to the pH change. Data for other wells appear
consistent.
Anaerobic bacteria data is given in Table 31. Counts are small, well below the aerobic
case. Values for Well 3 demonstrate the contamination peak in December, 1971. The other wells
appear relatively stable and consistent.
Sulfur bacteria data on sulfur reducing bacteria and sulfur oxidizing bacteria is shown
in Tables 32 and 33, respectively. Populations are small in each case. The sulfur bacteria populations
were affected by the ground water contamination in Well 3. As seen in Table 32, there was
a reduction in sulfide producers starting in December 1971. Sulfur oxidizing bacteria went through
a peak in the months after December.
Coliform Tests. An extensive analysis of coliforms has continued through the entire
sampling period. No fecal coliforms have been detected in any well water samples. A few samples
have shown the presence of non-fecal coliforms. These have been infrequent, and essentially the
well waters are coliform free.
Weather Monitoring
A weather station was installed at the demonstration site for the continuous monitoring
of the precipitation and temperature. A Belford Instrument Co., Model 595, tipping bucket with
a model 592-1 recorder and counter is used for precipitation measurements. The temperature
is monitored with a Bacharach Instrument Co., Temp-scribe, Model STA, seven day temperature
recorder. Installation of these items was made in July 1971 and data is recorded on a daily
basis (Table 37).
The two years, 1970 and 1971 had annual precipitation of 43.96 and 44.78 inches
respectively (Table 38). These values were lower than the normal precipitation of 51.37 inches
for the area. This year (1972), however, data has shown a general increase over 1971 for the
first months.
Ground Water Level
Surface elevations at well locations varied from 84.42 to 81.24 feet above mean sea
level (Table 39). The water level at these nine locations ranges from 82.35 to 75.46 feet above
mean sea levei. The variation per well was somewhat low (0.66 to 3.67 feet), while variations
in different wells ranged from 1.00 to 5.17 feet, per day.
75
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ECONOMIC ASSESSMENT
Capital outlay associated with the institution of the solid waste- disposal system lesiilled
piimaiily from three types of expenditures. These were (I) laiul acquisition including access road
i ight ol-way, (2) purchase or overhaul of operating equipment and (3) site development.
Land acquisition consisted of the purchase of the following items with the total
expenditure for each indicated, after which the total is given.
Landfill Site (1,500 Acres) $531,364
Access Road Right-of-Way 1,675
Total for Land $533,039
Equipment expenditures included the overhaul of units owned by the County and the
purchase of new units to fill specific needs at the new site. The following equipment is already
owned by the County and will be used at the landfill site:
2 International TD-20 do/ers (14 years old)
(One of these was traded April 1972 on new TD-25C do/er)
1 International TD-I5 do/er (14 years old)
I Hough H90 front end loader (6 years old)
The following equipment has been overhauled and/or modified for landfill work:
1 International TD-20 dozer (14 years old)
Overhaul cost April 1971 $ 7,000
1 Rex Trashmaster compactor (6 years old)
Modification cost January 1971 7,000
$ 14,000
The following equipment has been obtained specifically for the new landfill:
Northwest 9573 cu. yd. dragline
(Purchased August 1971) $127,000*
International Harvester EC-270
Self-propelled 21 cu. yd. scraper
(Purchased April 1970) 67,717
International TD-25C do/er
(Purchased April 1971) 65,757
* Actual price of $114,267 included a $12,733 allowance for trade-in of a 3/4 cubic yard American
dragline.
Preceding page blank
77
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International TD-v25C dozer
(Purchased April 1972)
Sub-Total for equipment
Total equipment costs
$ 61,988
$322,462
Costs associated with site development include clearing, access roads, drainage, and
landfill facilities. Most of these costs as itemized below have been incurred on a one-time basis
and are basically those associated with making the site available for landfill operations. The
operational costs, as they are accrued during the project, will be included in subsequent reports.
Clearing
Roads
Clearing required to make
site available for operations $ 9,258
Sub-total for clearing
Access road (3.1 miles long)
and entrance fencing and gate
erection $263,989
On-site roads and staging
area. Clearing, grubbing,
filling, and road work
Sub-total for roads
Drainage
$ 9,258
90,801
$3S4,790
(Work done by County personnel)
Outfall canal to drain the site $ 40,960
(2.7 miles)
On-site drainage, including Pond A 19,160
Sub-total for drainage
Buildings and Facilities
Concrete block office building with
sanitary facilities, a small lounge,
and storage room (air-conditioned and
heated). Concrete floored, prefabricated
metal service and maintenance building
with 3 bays for equipment servicing, a
2 post lift, air compressor, and a 20-ton
overhead bridge hoist. Other facilities
include a scalehouse, pump house and.
pump, chlorinator room, metal storage
building, high pressure pump (5 gpm --
1,000 psi) for trailer washing, a washrack,
and fuel storage area and pump $134,580
$ 60,120
78
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1,000 psi) for trailer washing, a washrack,
and fuel storage area and pump $134,580
Purchase l solid waste, of which 45,431 tons were deposited in the "demonstration control" cells,
61,345 tons in the "demonstration trailer" cells, and 24,099 Ions in the "public" cells, as shown
in "Iable 40. While deposits were made in the public cells continually beginning in October 1971,
insofar as possible, deposits were not simultaneously made in "control" cells and "trailer" cells.
This was done in order to arrive at operating cost information for the separate "demonstration"
cells. At this time, however, information is insufficient to evaluate cell operating costs. Refinement
of reporting formats from the site, and the accumulation of additional data will permit the third
year assessment to arrive at precise cost information for each type cell operation.
Table 41 reflects status of equipments in use at the demonstration site over a nine-month
period. The necessity to utilize some old, reworked, or borrowed equipment has been cause for
excessive downtime for repairs and has been a serious hindrance to effective operations. The
past few months have seen a gradual changeover to in-house maintenance capability which is
beginning to produce a greater equipment in-cotnmission rate. The increasing caliber of qualified
mechanics, coupled with their expected retention on the job, should continue to produce quality
maintenance and further increase equipment availability. Again, the third year assessment report
will have access to more detailed equipment maintenance data to effect a more elaborate analysis
of costs relative to the landfill operation.
The measure of landfill operating effectiveness is the cost per ton of waste buried.
Table 42 reflects direct operating costs only, and applies to all waste burial operations for the
period of October 1971 through July 1972. Monthly fluctuations have been caused by the general
equipment maintenance costs and waste tonnages delivered. Costs given are general in nature,
but will be refined to assure the exclusion of costs not directly applicable to cell construction
and filling so that comparative cell costs can be made. Data is presently being compiled as to
costs only directly concerned with the construction and filling of control cells and demonstration
79
-------
cells (CC and CT). All other landfill costs which cannot be assigned directly to construction
and filling of these two types of cells will be specifically excluded from computations. Accoulinj;ly,
upon refining of cost data, the $1.35 average cost per ton given in the table ma\ v.uy in subsci|iu-nt
reporting ol direct costs.
80
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REFERENCES CITED
1. Leighty, R. G., D. T. Brewer, W. R. Smith, 0. E. Crux, ft ,il. Onimu>
County, Florida. U.S. Department of Agriculture Soil Survey Series
1957, No. 5. Washington, U.S. Oovernmont Printing Off fee, Sept. I(>M).
63 p.
*2. Ardaman and Associates. Surface soils, geological and pround water studies
for model demonstration landfill, Orange County, Florida. Orlando, 1971.
27 p.
3. Eliassen, R. Decomposition of landfills. American Journal of Public
Health, 32(9):1>029-1,037, Sept. 1942.
4. Report on the investigation of leaching of ash dumps. California State
Water Pollution Control Board Publication No. 2. Sacramento, 1952.
100 p.
5. Report on the investigation of leaching of a sanitary landfill.
California State Water Pollution Control Board Publication No. 10.
Sacramento, 1954. 92 p.
6. Engineering-Science, Inc. Effects of refuse dumps on ground-water
quality. California Water Pollution Control Board Publication No. 24.
Sacramento, 1961. 107 p.
7. Ministry of Housing and Local Government. Pollution of water by tipped
refuse. Report of the Technical Committee on the experimental disposal
of house refuse in wet and dry pits. London, Her Majesty's Stationary
Office, 1961. 141 p.
8. Remson, I., A. A. Fungaroli, and A. W. Lawrence. Water movement in an
unsaturated sanitary landfill. Journal of the Sanitary Engineering
Division, Proceedings, American Society of Civil Engineers, 94(SA2):
307-317, Apr. 1968.
A9. Emrich, G. H., and R. A. Landon. Generation of leachate from landfills
and its subsurface movement. In Proceedings; 1969 Northeastern
Antipollution Conference, Kingston, R.I., July 1969. University of
Rhode Island.
10. Anderson, J. R., and J. N. Dornbush. Influence of sanitary landfill
on ground water quality. American Water Works Association Journal,
59(4):457-470, Apr. 1967.
11. Hughes, G. M., R. A. Landon, and R. N. Farvolden. Hydrogeology of solid
waste disposal sites in northeastern Illinois; an interim report on a
solid waste demonstration grant project. Cincinnati, U.S. Department of
Health, Education, and Welfare, 1969. 137 p.
*A11 references except those marked with asterisks have been verified
by the Office of Solid Waste Management Programs.
81
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12. Burchinal, J. C., and H. A. Wilson. Sanitary landfill investigations;
final report. U.S. Department of Health, Education, and Welfare, Solid
Waste Research Grant SW-00038. Morgantown, West Virginia University,
Department of Civil Engineering, Aug. 1966.
13. Culham, W. B., and R. A. McHugh. Leachate from landfills may be new
pollutant. Journal of Environmental Health, 31(6):551-556, May/June
1969.
14. Krone, R. B., G. T. Orlob, and C. Hodgkinson. Movement of coliform
bacteria through porous media. Journal of the Water Pollution Control
Federation, 30:1-13, 1958.
15. Burchinal, J. C. Microbiology and acid production in sanitary landfills;
summary report. U.S. Department of Health, Education, and Welfare Research
Grant EC-00249. Morgantown, West Virginia University, Department of Civil
Engineering, 1970.
16. Cook, H. A., D. L. Cromwell, and H. A. Wilson. Microorganisms in household
refuse and seepage water from sanitary landfills. Proceedings, West
Virginia Academy of Sciences, 39:107-114, 1967.
17. Sproul, 0. J., L. R. Larochelle, D. F. Wentworth, and R. T. Thorup. Virus
removal in water reuse treating processes. In Chemical Engineering
Progress Symposium Series, v.63. no.78. New York, American Institute of
Chemical Engineers, 1967. p.130-136.
18. McGarry, M. G., and P. H. Bouthillier. Survival of S. typhi in sewage
oxidation ponds. Journal of the Sanitary Engineering Division, Proceedings,
Amorlean Society of Civil Engineers, 92(SA4):33-43, Aug. 1966.
19. Klock, J. W. Survival of coliform bacteria in wastewater treatment lagoons.
Journal of the Water Pollution Control Federation, 43(10):2,071-2,083,
1971.
*20. Romero, J. C. The movement of bacteria and viruses through porus media.
(Publication data unknown.)
21. Randall, A. D. Movement of bacteria from a river to a municipal wella
case history. Journal of the American Water Works Association, 62(11):
716-720, Nov. 1970.
22. Steiner, R. L., A. A. Fungaroli, R. J. Schoenberger, and P. W. Purdom.
Criteria for sanitary landfill development. Public Works, 102(3):
77-79, Mar. 1971.
*23. Hester, F. E., and J. S. Dendy. A multiple-plate sampler for aquatic
macroinvertebrates. Transactions of the American Fisheries Society,
91(4):420-421, 1962.
82
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*24. Weber, C. T., and R. L. Roschke. Use of a floating pt'riphyton sampler for
water pollution surveillance. Water Pollution Surveillance System
A|>p I I c.'il I OHM and Development, No. ?l), I')()(>.
25. Armstrong, F. A. ,1., and 0. T. Roalch. The ultra-violet absorption of
sea water. Journal of the Marine Biological Association (United
Kingdom), 41:591-597, 1961.
82a
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APPENDIX
LABORATORY PRO( IIMIRI.S
Reagent Preparation. Proper preparation ol reagents is the foundation ol meaningful
and accurate analytical procedures. Maximum care must be taken in preparing reagents, especially
those which are primary standards and whose strength cannot be easily checked. When required
for weighing a specific quantity, reagent chemicals are dried at 103 C before weighing. Deionized
water is used in the preparation of all reagents. Specific instructions for the preparation of reagents
are found in the 13th edition of Standard Methods for the Examination of Water and Wastewater.*
pH. pH is determined in the laboratory by the Glass Electrode Method as described
in Standard Methods. A line operated Sargent Expanded Scale pH meter is used in this
determination. A Sargent combination glass electrode containing a saturated solution of potassium
f!>!oride is used as the sensing element. The normal limits of accuracy reported for this method
.:i e f 0.! pH unit.
Alkalinity. Total alkalinity is determined in accordance with the procedure described
in Si'indurd Methods. End point is determined potentiomelrically by titrating to a pH of 4.5.
Ibis method is free of interferences due to residual chlorine, color and turbidity. Accuracy is
icpoiied to be + 3 rng/l expressed as CaCO^ using this method.
Acidity. Acidity is determined in accordance with procedure described in Standout
\h'llio
-------
j_otal Organic Nitrogen. Kjeldahl Method and Nessleri/ation Measurement, in
Method^, Tising a Bausch and Lomb Spectronic 20 to measure color intensity. The distillation
is done in 0.02 normal I^SO^
Nitrate Nitrogen. Nitrates were determined in accordance with the modified brucinc
method as described in FWPCA Methods for Chemical Analysis of Water and Wastes. Method
selection was based on its ability to correct for turbidity, color, salinity, and dissolved organic
matter.
Nitrite Nitrogen. Nitrites are determined using the analytical procedure as described
in Standard Methods. This method utilizes the diazotization of the nitrite ion with the color
intensity being measured on a Bausch and Lomb Spectronic 20 colorimeter.
Dissolved Oxygen. Dissolved oxygen is measured in the laboratory with a Yellow Springs
Instrument (Y.S.I.) D.O. Meter and the azide modification of the Winkler Method described in
Standard Me I hods.
Biochemical Oxygen Demand. The 5-day biochemical oxygen demand (B.O.D.) is
determined in accordance with the procedure described in Standard Methods. The initial and
final dissolved oxygen levels are determined by the azide modification of the Winkler method
described above.
Chemical Oxygen Demand (C.O.D.). The chemical oxygen demand is determined by
the dichromate reflux method described in Standard Methods.
Metals. The metals were analyzed using a Perkin-Elmer 305 Atomic Absorption
instrument utilizing the manufacturer's suggested methods. All are analyzed by atomic absorption
except for calcium in which flame emission is used. Analytical wave lengths currently being used
are: calcium, 4227A; magnesium, 2852A; sodium, 5890A; potassium, 7665A; iron, 2483A; copper,
3247A; zinc, 2138A; and aluminum, 3092A.
Chlorides. Chlorides are determined in accordance with the argentornetric method
described in Standard Methods. As of August 1972 (data not included in this report), the method
was changed to the mercuric nitrate method due to its superior end point.
Sulfate. The turbidimetric method is used following the procedures of Standard
Methods. This method was selected because of its ease and speed of determination over the
gravimetric method.
Hardness. Total hardness is calculated using the concentrations of calcium, magnesium,
iron, aluminum, and zinc as described in Standard Methods. This method was selected due to
its accuracy and the availability of determinations by atomic absorption.
84
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Phosphate. Ortho-phosphate concentration is determined in accordance with the stannous
chloride method described in Standard Methods. This method provides good sensitivity. Color
intensity is measured using the Bausch and Lornb Speclronic 20 .it .1 wavelength of 690 millimicron.
The samples are Tillered prior to analysis, to remove turhidity. Total phosphates are determined
by this method after a persulfatc digestion in an autoclave. This digestion was selected in order
to get good digestion with minimum time.
Total Dissolved Solids. A settled sample is filtered through a sintered glass filter.
Duplicate filtered samples of 100 milliliters are pipetted into a tared weighing dish. Following
evaporation to dryness at 103 C, samples are cooled in a desiccator and weighed. Total dissolved
solids arc also arrived at by the difference of suspended solids and total solids.
Volatile Dissolved Solids. Dried samples from the previous test are placed in a muffle
furnace at a temperature of 600 C for 30 minutes. The loss in weight corresponds to the volatile
dissolved solids.
Hydrogen Sulfide. Water samples were acidified with sulfuric acid, driving off F^S which
is bubbled directly into a 0.05N iodine solution. Remaining iodine is back titrated with 0.05N
thiosulfate solution. r^S is calculated by difference in iodine.
Organic Content. A Beckman DK-2A ratio recording spectrophotometer is used. The
ultraviolet absorption spectrum, 190 to 360 millimicrons wave length is recorded for each water
sample after suspended solids have been removed by centrifugation. The method used is that
of Menzel and Vaccaro.* Conversion to estimated dissolved organic material is by the method
of Armstrong and Bolach.** The visible spectrum, 360 to 800 millimicron wave length, also was
taken for color analysis and to relate color to organic contamination.
Organic Compounds. A Hewlett Packard, Model 7620A, gas chromatograph with dual
flame ionization detector is used. Initially, direct injection of 10 microliters of water samples
was clone with negative results. Subsequently, 100 ml of water from each well was extracted
with CHCI^, the extract dried, then taken up in 30 microliters CHCI^. The microliters were injected
in the gas chromatograph for analysis.
Total Organic Carbon. A Beckman, Model 915, Total Organic Carbon Analyzer is used.
The procedure is under development.
^Men/el, D. W., and R. F. Vaccaro. The measurement of dissolved organic and particulate
carbon in sea water. Limnology and Oceanography, 9: 138-142, 1964.
^Armstrong, F.A.J., and G. B. Bolach. The ultraviolet absorption of sea water, journal of
the Marine Biologists Association, (United Kingdom), 41: 591-597, 1961.
85
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Biological Pioceduies
Phytoplanklon. Phytoplankton samples are quantified in <\ Sedgewick-Rafler coll using
fhe strip counting method. The1 clump count is expressed as algae pei milliliter. Live and dead
diatoms are diffeientiated observing preparation of permanent diatom slide, using Hyrax mounting
media (R.I. 1.65) following the procedure of Weber.' Chlorophyll a and phaopigments
(phaophytin, phaophorbide and chlorophyllide) are analyzed spectrophotometrically according to
Lorensen's Method. The trichromatic method for chlorophyll analysis is also used following the
method of the A.P.H.A. using appropriate modification for phytoplankton samples. All chlorophyll
values are expressed in milligrams per cubic meter.
Periphyton. Pcriphyton analytical methods are the same as phytoplankton with the
exception of a lew variations in procedure. The four slides preserved in five percent formalin
solution are scraped with a ra/or blade and the scrapings returned lo (he jar. Aliquots of this
are us< d lot diatom slide preparation, quantification and identification I he counts obtained are
expressed in tells pei square millimelei. fhe I out slides placed in ')() peuenl aqueous acetone
are used ii> chlorophyll analysis following the Ilk hiomalic method and the method foi
chlorophyll ,t in the presence of pliaopigments. Both methods employed are recommended by
the A.P.H A. The pigments are expressed in milligrams per square meter.
Macroinycrtebrates. When the multiple-plate samplers are returned to the laboratory each
sainplet is disassembled and scraped with a brush into a white porcelain pan for sorting. All
specimens ate collected for identification and quantification. The quantification is based on
organisms per square meter. All organisms collected on the multiple-plate samplers and from
qualitative samples are preserved in 95 percent ethanol. For both sampling methods a pollution
index devloped by Beck was applied as a tool for presenting water quality from the
macroinvei tcbrate data. The Biotic Index was calculated from:
2 (Class I) + (Class II) = Bl
where Class I organisms are pollution intolerant forms and Class II organisms are moderately
tolerant.
iol.il Counls Lach watei sample is diluted in I percent peptone watei. Aliquots of
dilutions aie cultmed in triplicate pl.ites employing hyplone (.lucose Lxtiact Agai (Difco),
supplemented with Yc-ast Lxtr.icl (Ditto). Pour plate techniques are used in obtaining colony
counts. For determining the count of aerobic organisms, representative pour plates are imubated
at 30 C for 48 or more hours, lo determine the total count of anaerobic organisms, the same
"Weber, C. I Methods of collection and analysis of plankton and pcriphyton sample-sin water
pollution surveillance system. Writer Pollution Surveillance System Application and
L)e\elnpmen:, No. 19. 1966.
86
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medium is employed and the plates are placed in anaerobic jars. Anaerobic conditions are produced
by use of a Gas Pak anaerobic generator (BBL). The anaerobic jars are incubated at 30 C for
48 or more hours. Counts are made at the end of the incubation period.
Coliform Analysi^. EMB and Endo Agar (Difco) plates are inoculated willi 0.1 milliliter
portions of water samples. The inoculum is spread over the agar with flame-stc-rili/ed, bent-glass
rods. In addition, a series of lactose broth tubes arc inoculated with 1.0 or IO.O milliliter of
undiluted water samples.
Alternate to the above two methods, both total coliform counts and fecal coliform
counts are obtained by Standard Methods membrane filtration technique using 100 to 200
milliliters of water for filtration. The medium used for total colitorm counts is m Endo broth
(Difco) and m FC broth (BBL or Difco) for fecal coliform counts. Filters plated on m Endo
liftillt are incubated at 35-37C for 24 hours while those filters plated on m FC broth are incubated
1 4-i -"U" for 24 hours.
hntcTococci. Predetermined volumes of water are filtered by membrane filter techniques.
f'iit-.-;> are placed in Entcrococcus agar in millipore dishes. Plates are incubated for 24 - 48 hours
at :$-. 37C.
.Salmonella. To establish the possible presence of Salmonella, tetrathionate broth tubes
are incubated with millipore filters through which was passed 200 milliliters of a water sample.
After incubation at 41 C for 48 hours, agar media of Bismuth Sulfite and SS are streaked to
isolate organisms growing in the Tetrathionate broth. Isolates are subcultured to TS1 slants which
are examined for biochemical characteristics of Salmonella. If Salmonella are detected they are
objected !o numerous differentiation tests in order to identify the species.
Staphylococci. To detect and quantify Staphylococci, agar media of Mannitol Salt Agar,
PbiT;v!ethanol Agar, Staphylococcus Medium 110, and Tellurite Giycine are inoculated with 0.1
to 2 millilitei portions of ground water samples. Alternately, water samples are filtered through
membrane hlteix with the filters being placed on m Staphvlococcus broth. Inoculated materials
aie incubali'.! at U C for 24 to 48 hours.
Aciinomycelcs and Fungi. To isolate actinomycete organisms, 0.1 milliliter of each water
sample is pi,ned on Actinomycete Isolation Agar (Difco) and spread by sterile spreader. Counts
ot filamentous fungi are made by adding 0.1 milliliter of each water sample onto Sabouraud
rVxttosc Agar (Difco) and spreading. Inoculated materials arc incubated at 30 C for 2 to 5 days.
Limited Biochemical Characteri/ation of Bacteria. Attempts are made to distinguish
bacteria according to their capacity to degrade and utilize complex natural substrates. Examples
ol these substi.ites are' cellulose, starch, proteins, and lipids. O.I milliliter of each water sample
-------
is inoculated on agar medium containing the above substrates and spread over the surface. Counts
ol organisms degrading these substrates are obtained and compared to tola! count studies.
DiHerentialion ol Species Isolated on Total Count Platings. All distinguishable colonies
detected on total count agar plates are streaked on Tryptone Glucose Extract agar tor purification.
Pure cultures of each different isolate are maintained in stock culture slants employing the above
medium. Each isolate will be differentiated with biochemical characteristics of each being
recognized.
88
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TABLE 1
SUMMARY OF SURFACE WATER
SAMPLING STATIONS
Station Number
Pond A
Type
Chemical
&
Biological
Location
Located on the northeast section of Pond A.
Pond Effluent
Chemical
Located just after the Pond A water enters the canal.
5A
6A
Chemical
&
Biological
Chemical
&
Biological
Chemical
&
Biological
Chemical
&
Biological
Chemical
&
Biological
Chemical
Chemical
&
Biological
Chemical
Chemical
&
Biological
Midway along westerly portion of the outfall canal,
approximately one mile from the landfill.
Downstream from Station I, midway along northerly
portion of the outfall canal, approximately two and
one half miles from the landfill.
Channeli/ed portion of the Little Econlockhatchee:
One fourth mile upstream from the out tall c.in.il
within anil downstream from an aic.i of domestic
waste e!fluent.
Tributary of the Little Econlockhalchee River before
channelization took place, this was the Little
Econlockhatchee River proper (it enters the canalized
portion of the river approximately three and one
fourth miles from the landfill). Temporarily discon-
tinued due to land clearing for canalization.
Channelized portion of the river three and one half
miles from the landfill and downstream from the
tributary (Station 4).
Channelized area at Curry Ford Road four miles
downstream from the landfill. (Presently not in use).
Natural stream area with a broad natural flood plain,
approximately four and three fourth miles
downstream.
At USGS sampling station, five miles downstream
from the landfill off Berry-Deese Road. (Presently
not in use).
Natural stream area with a broad natural flood plain
six miles from the landfill.
89
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TABLE 1 (CONTINUED)
SUMMARY OF SURFACE WATER
SAMPLING STATIONS
Station Number Type Location
7A Chemical At Highway 50 in Union Park. Approximately eight
miles from the landfill and just upstream from an
area of domestic waste discharge. (Presently not in
use).
8 Chemical Located at Buck Road approximately ten and one
& half miles downstream from the landfill. This area
Biological has a natural broad flood plain.
9 Chemical Natural flood plain area at Tanner Road in Seminole
& County, located approximately sixteen miles from
Biological the landfill and just prior to confluence with the Big
Econlockhatchee River.
90
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-------
TABLE 3
SURFACE WATER
TOTAL DISSOLVED SOLIDS
MILLIGRAMS PER LITER
JULY 1971 THROUGH OCTOBER 1971
Date Pond A Pond Effluent Station 1
July 9, 1971
Aug 10
Sept 16
Sept 20
Oct 26
151.0
50.0
75.5
.-
187.0
162.0
64.5
56.0
58.0
176.0
51.5
35.0
51.0
Note: Sample analysis at FTU Laboratory
-------
TABLE 4
DATE
SURFACE WATER
PHYSICAL AND CHEMICAL DATA
(Additional)
OCTOBER 1970 THROUGH )UNE 1972
pH CONDUCTIVITY
(field) (micromhos/cm)
SO,
DO
DO.
(%Sat.
COD
POND A
1-10-72
3-13-72
4-10-72
5-15-72
6-12-72
POND EFFLUENT
1-10-72
3-13-72
5-15-72
6.3
6.6
55
120
50
74
51
2.4
18.8
6.6
13.3
2.5
5.4
7.7
9.5
7.6
7.7
84
105
93
87
13
20
35
11
25
STATION 1
1-10-72
3-1 3-72
4-10-72 5.4
5-15-72
6-12-72 4.7
STATION 2
10-7-70
10-28-70
11-9-70
4-5-71
5-3-71
1-10-72
3-1 3-72
4-10-72 6.1
5-15-72
6-12-72 6.0
STATION 3
10-7-70
10-12-70
10-13-70
10-28-70
11-9-70
5-4-71
1-10-72
3- 1 3-7 2
4-10-72
5-1 5-72
6-12-72 6.3
70
...
100
...
64
...
88
166
...
732
209
...
135
115
405
378
310
264
366
415
209
...
145
...
190
7.6
13.1
5.4
5.6
7.8
9.4
6.5
86
104
...
78
42
37
21
20
11.0
14.3
7.6
5.3
14.1
14.0
19.5
7.2
5.8
4.6
0.5
7.5
9.4
6.6
.5
.7
1.8
7.5
9.8
5.0
66
56
48
78
103
83
19
107
59
56
44
18
36
44
40
11
41
-------
TABLE 4 (CONTINUED)
DATE
STATION 4
1-10-72
3-13-72
4-10-72
STATION 5
10-28-70
11-9-70
2-1-71
5-3-71
8-2-71
1-10-72
3-13-72
4-10-72
5-15-72
6-12-72
STATION 6
10-7-70
10-12-70
10-13-70
10-28-70
11-9-70
5-16-72
STATION 7
10-7-70
11-9-70
2-1-70
5-3-71
8-2-71
5-15-72
STATION 8
11-9-70
2-1-71
5-3-7 I
8-2-71
5-15-72
PH
SURFACE WATER
PHYSICAL AND CHEMICAL DATA
(Additional)
OCTOBER 1970 THROUGH JUNE 1972
CONDUCTIVITY
(field) (micromhos/cm)
SO,
6.7
200
399
540
531
14.1
DO
2.0
2.2
1.3
1.2
D.O.
(%Sat.)
21
22
15
15
COD
...
195
196
198
286
259
...
181
...
200
...
315
22!
23!
210
186
210
204
214
233
299
250
...
1 00 6.6
1 28 9.7
1.3
4.0
2.3
8.5
0.7
12.0 7.3
21.4 9.5
17.0
14.4
4.7
-
3.2
4.6
15.8
3.9
2.5
3.5
1.3
4.1
64
99
14
44
22
102
8
...
66
100
58
_--
.-.
38
50
48
24
35
14
53
117
136
...
29
32
20
49
...
-
17
...
...
19
22.9
30
STATION 9
11-9-70
2-1-71
5-3-71
8-2-71
5-15-72
355
507
484
2.4
2.4
8.5
.7
25
24
100
22.4
24
-------
TABLE 5
SURFACE WATER
pH MEASUREMENTS
JULY 1971 THROUGH MAY 1972
Date Pond A Pond Effluent Station I
July 9, 1971 5.80 5.90 5.60
Aug 10 6.65 7.10 6.40
Sept 16 6.10
Sept 20 - 6.15 5.50
Oct 26 6.40 5.65 3.85
Nov 19 6.35 6.05 4.70
Dec 14 6.35 - 5.80
Jan 11, 1972 6.23 6.05 5.24
Feb 14 6.20 6.13 4.90
Mar 13 6.55 5.97 4.95
Apr 10 6.94 - 4.96
May 15 6.60 5.20 5.74
Note: Sample analysis at FTU Laboratory
99
-------
DATE
TABLE 6
SURFACE WATER
METAL ANALYSIS
JULY 1971 THROUGH JUNE I972
Ca
Mg
Fc
Al
N.i
POND A
/-1 9-7 I
9-8-7 I
9- 1 4-7 I
IO-H-71
11-8-71
12-7-71
1-10-72
2-14-72
3-13-72
4-10-72
5- 1 5-72
6-12-72
POND EFFLUENT
9-14-71
10-11-71
11-8-7!
12-13-71
1-10-72
3-13-72
5-15-72
STATION 1
7-19-71
9-8-7 1
9-14-71
10-11-71
11-8-71
12-13-71
1-10-72
2-14-72
3-13-72
4-10-72
.5-15-72
6-12-72
STATION 2
9-14-71
10-11-71
11-8-71
12-13-71
1-10-72
2-14-72
3-13-72
4-10-72
.70
75
1.05
1.20
2.30
1.60
1.20
.80
.80
.80
1.20
11.20
1.20
1.10
2.70
1.65
1.20
.80
1.20
2.45
6.10
2.60
3.00
9.20
5.70
2.70
2.60
2.00
3.20
1.60
8.80
4.65
17.60
7.40
5.70
17.80
5.40
4.20
5.20
95
.55
.70
.70
.90
.95
.60
70
.85
.80
.90
5.10
.70
.80
1.00
.95
1.10
.85
.90
1.10
1.20
1.00
1.05
3.20
2.20
3.25
1.35
1.15
1.20
.85
2.80
1.50
3.30
3.20
2.20
3.05
1.95
1.60
1.65
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20
.06
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3.05
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16
1.15
1.30
58
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1.20
1.30
.32
1.20
.90
1.30
.0
1.0
.0
.0
.4
.6
2.2
.4
.0
-
^
2.0
1.0
0
8
.2
.3
2.5
1.5
.8
.8
1.0
1.0
.0
.8
.0
2.5
.5
.3
1.0
1.0
1.2
01
01
.02
.01
.01
.01
00
.01
.01
.02
.01
.00
.0!
.0!
.03
.0!
.00
.02
.0!
.05
.0!
.01
.01
.08
.01
.00
.02
.01
.04
.00
.00
.01
.01
.01
.01
.00
1.00
.01
.02
20
.2s!
.25
.25
.30
.10
.05
.15
.20
.45
.35
7.10
.23
.20
45
.10
.10
.20
.30
.25
.45
.15
.23
.75
.23
.05
.50
.15
.30
.20
2.25
.20
2.45
.80
.20
3.05
.30
.35
.25
5.S
7.2
4.9
4.5
4.8
5.4
6.7
6.1
6.8
6.0
7.2
32.0
4.5
4.7
S.2
5.8
6.7
h.8
7.5
5.9
5.4
5.7
5.5
10.6
8.8
7.8
7.7
6.4
7.1
6.9
1.8
7.4
13.4
10.6
8.7
19.0
9.6
8.9
8.5
.00
00
.00
.00
.00
.00
00
.00
.01
.02
.00
.00
.00
.00
.00
.00
.00
.00
.00
.02
.00
.00
.00
.00
.00
.00
.05
.00
.01
.00
.00
.00
.00
.02
.00
.00
.00
.03
.02
100
-------
DATE
TABLE 6 (CONTINUED)
SURFACE WATER
METAL ANALYSIS
JULY 1971 THROUGH JUNE 1972
Ca
Mg
Fe
Al
Zn
Na
Cu
STATION 2 (Com.
5-15-72
6-12-72
STATION 3
7-19-71
9-14-71
10-11-71
11-8-71
12-13-71
1-10-72
2-14-72
3-13-72
4-10-72
5-15-72
6-12-72
STATION 4
7-19-71
9-M-71
10-11-71
11-8-71
12-13-71
1-10-72
2-14-72
3-13-72
4-10-72
STATION 5
7-19-71
9- 14-71
10-11-71
11-8-71
12-13-71
1-10-72
2-14-72
3-13-72
4-10-72
5-15-72
6-12-72
STATION 6
11-8-71
5-16-72
.)
5.60
6.00
18.40
12.50
14.20
11.00
7.00
16.40
4.80
5.00
5.20
12.00
1.20
6.05
10.40
16.00
1 4.80
14.80
28.50
8.60
7.40
5.20
19.20
11.90
3:70
12.40
12.40
15.80
7.00
5.40
8.00
10.60
1.40
12.80
10.80
1.45
1.55
3.65
2.90
2.85
3.20
2.25
3.20
2.20
2.10
1.70
4.20
.90
2.45
275
2.60
3.10
2.90
3.20
3.00
2.65
2.50
3.50
3.50
1.20
3.25
2.90
2.85
3.05
2.90
2.80
3.10
.95
3.05
2.95
.90
.70
.00
.50
.15
1.20
1.25
.30
1.10
.85
1.20
.00
.30
.20
.45
.40
.50
.42
.14
.25
.30
.70
.10
.55
.74
.74
.80
.10
.70
.40
.60
.10
.05
.48
.20
.2
.4
-
-
.3
3.0
1.5
.8
1.2
1.2
.8
.0
.6
.3
.0
.3
.3
.2
1.0
3.2
-
3.0
.5
.5
.3
.8
.4
.8
.0
.6
.3
.0
.01
.0!
.01
.41
.01
.03
.01
.00
.01
.01
.02
.00
.00
.0!
.01
.03
.03
.01
.00
.02
.03
.03
.03
.01
.01
.24
.00
.00
.02
.00
.04
.00
.00
.04
.01
.15
.10
5.80
3.98
1.60
.85
.30
2.90
.65
.70
.45
3.45
.15
3.00
3.40
2.25
3.40
3.65
2.25
3.85
2.95
4.05
3.30
2.55
.25
1.93
3.10
2.43
2.85
1.05
2.10
1.80
.40
2.93
1.30
8.5
7.9
19.2
8.9
12.0
10.6
8.9
18.8
10.3
9.6
13.0
33.0
5.9
16.8
6')
9.1
12.4
14.8
14.6
16.0
18.0
16.0
13.0
9.8
5.5
12.0
13.0
17.0
15.0
19.0
16.0
24.0
8.5
12.2
22.0
.00
.00
.00
.00
00
.00
.00
.00
.03
.02
.0!
.00
.00
.00
00
.02
.00
.00
.00
.01
.02
.02
.02
.00
.00
.02
.00
.00
.02
.00
.04
.00
.00
.02
.00
101
-------
TABLE 6 (CONTINUED)
SURFACE WATER
METAL ANALYSIS
JULY 1971 THROUGH JUNE 1972
DATE Ca Mg Fe Al Zn K Na Cu
STATION 7
11-8-71 13.00 3.00 .58 .3 .02 2.60 11.2 .00
5-15-72 10.20 2.85 .30 .0 .01 2.90 21.0 .00
STATION 8
11-8-71 13.00 2.90 .72 .3 .01 2.45 10.6 .00
5-15-72 14.20 5.15 .10 .0 .05 6.10 33.0 .00
STATION 9
11-8-71 19.40 4.00 .30 .0 - 4.20 19.2 .02
5-15-72 14.00 5.30 .05 .0 .04 6.20 35.0 .00
102
-------
TABLE 7
SURFACE WATER
CARBON ANALYSES
JULY 1971 THROUGH MAY 1972
Date
Total
Carbon
Total
Inorganic
Carbon
Total
Organic
Carbon
POND EFFLUENT
STATION 1
co2
Carbon
Carbonate
Carbon
POND A
July 9, 1971
Aug 10
Sept 1 6
Oct 26
Nov 19
Dec 14
Jan 11, 1972
Feb 14
Mar 13
Apr 10
May 15
11.0
...
16.5
14.3
12.7
17.0
14.8
15.0
1 4.5
19.0
13.3
8.0
1.0
1.8
3.0
2.5
2.0
1. 4
3.0
2.3
2.0
1.0
3.0
...
14.7
11.3
10.2
15.0
H.4
12.0
12.2
17.0
12.3
5.0
0.0
0.8
0.0
0.0
0.0
0.4
1.0
0.6
0.0
0.0
3.0
1.0
1.0
5.0
2.5
2.0
1.0
2.0
1.7
2.0
1.0
July 9, 1971
Aug 10
Sept 20
Oct 26
Nov 19
Jan 11, 1972
Feb 14
Mat 13
May 15
11.5
11.5
16.0
20.7
15.0
13.3
14.7
14.3
1 3.0
8.5
1.0
1.5
3.1
1.5
2.5
2.5
2.7
3.0
3.0
10.5
14.5
17.6
13.5
10.8
12.2
11.6
10.0
5.5
0.0
0.5
2.1
0.0
I.I
1.0
1.7
0.0
3.0
1.0
1.0
1.0
1.5
1.4
1.5
1.0
3.0
July 9, 1971
Aug 10
Sept 20
Oct 26
Nov 19
Dec 14
Jan 11, 1972
Fen 14
Mar 13
Apr 10
May 15
25.5
21.0
20.0
71.2
53.7
19.3
35.8
49.0
40.3
39.0
20.0
22.0
9.0
7.0
7.0
1.5
2.0
11.3
9.5
7.2
7.3
6.0
3.5
12.0
13.0
64.2
52.5
17.3
24.5
39.5
33.1
31.7
14.0
18.0
6.5
4.5
4.5
0.0
0.5
10.3
8.0
6.7
6.3
4.5
4.0
2.5
2.5
2.5
1.5
1.5
1.0
1.5
0.5
1.0
1.3
Note: Aveiage milligrams per liter tor triplicate samples.
1Q3
-------
Date
TABLE 8
PHYTOPLANKTON STANDING CROP
DECEMBER 1970 THROUGH MAY 1972
(ORGANISMS PER MILLILITER AND
MILLIGRAMS PER CUBIC METER)
Chlorophyll-a Chlorophyll-
Funct. Non-Funct. a b
Total
Count
POND A
1 1 -9-7 1
12-13-71
1-13-72
2-14-72
3-13-72
4-11-72
5-1 5-72
STATION 1
1 3 71
j-j-f 1
5-5-71
8-2-71
11-9-71
12-13-71
1-13-72
2-14-72
3-1 3-72
4-11-72
5-15-72
STATION 2
12-1-70
12-29-70
1-25-71
2-26-71
3-3-71
4-12-71
5-5-71
8-2-71
11-9-71
12-13-71
1-13-72
2-14-72
3-13-72
4-11-72
5-15-72
STATION 3
12-1-70
12-29-70
1-25-71
2-26-71
4-12-71
5-5-71
8-2-71
12.03
1.15
1.23
3.21
4.46
1.60
.67
2.47
1.00
20.05
2.01
1.23
.60
2.41
2.01
.00
.95
4.76
5.68
....
....
2.01
.80
8.02
9.36
2.41
5.73
2.01
2.01
5.61
2.14
2.21
145.68
32.88
10.83
210.50
.00
.00
2.65
.00
.00
.00
3.07
.00
.00
.00
1.15
2.65
.20
.00
.00
7.35
.00
.00
.00
....
....
.00
3.69
.00
.00
.00
.00
.00
.00
.00
.12
....
....
.00
1.13
8.66
11.35
23.86
6.25
.88
2.15
2.08
3.50
1.38
2.53
2.47*
1.00*
10.60
2.48
2.15
.68
1.28
1.95
1.75
.95*
4.76*
5.68*
....
....
2.01*
4.49*
8.02*
4.65
1.50
5.23
1.01
.76
2.91
2.04
2.21*
146.81*
41.54*
22.18*
234.36*
.00
1. 22
9.62
1.68
1.25
.00
.00
.20
2.93
9.62
.00
3.30
.00
.00
.00
6.33
.00
.30
.89
1.68
.00
.00
.56
4.64
.20
.00
.00
.00
2.50
8.31
4.64
.30
1.73
0.24
2.05
.....
.90
12.12
.00
.00
2.55
.00
27.28
.....
.....
100
660
40
137
...
140
570
40
tvj
360
40
680
195
60
40
90
90
330
370
260
100
20
100
200
440
280
320
70
80
21
180
120
336
490
700
270
20,910
2,940
1,120
24,150
104
-------
TABLE 8 (CONTINUED)
PHYTOPLANKTON STANDING CROP
DECEMBER 1970 THROUGH MAY 1972
(ORGANISMS PER MILLILITER AND
MILLIGRAMS PER CUBIC METER)
Chlorophyll-a
Date
11-9-71
12-13-71
1-13-72
2-14-72
3-13-72
4-11-72
5-15-72
STATION 4
1-25-71
2-26-71
4-12-71
8-2-71
11-9-71
12-13-71
1-13-72
2-14-72
3-1 3-72
4-11-72
Fund.
14.03
4.01
3.01
.80
7.22
4.81
2.56
1.78
2.19
2.14
1.60
2.01
1.00
.40
1.00
3.21
36.09
Non-Funct.
.00
.00
1.55
1.60
.00
.00
.00
.00
1.30
.00
1.20
.00
.00
1.70
.00
1.29
.00
Chlorophyll-
a
6.68
2.31
3.62
1.77
3.48
2.99
2.45
1.78*
3.49*
2.14*
2.80*
1.88
.64
1.43
.57
3.96
33.00
b
.00
.00
4.50
1.19
.00
1.19
.72
1.80
.26
.00
.39
1.38
.00
c
19.50
7.95
9.04
.82
.27
.00
2.57
3.32
2.41
5.93
.00
5.28
0.00
Total
Count
140
90
230
52
160
100
130
150
350
280
40
240
130
100
8
470
290
STATION 5
1-25-71
2-26-71
5-5-71
8-2-71
11-9-71
12-13-71
1-13-72
2-14-72
3-13-72
4-11-72
5-15-72
STATION 6
1-25-71
2-26-71
4-2-71
5-5-71
8-2-71
11-9-71
5-15-72
2.01
23.26
12.03
20.48
6.01
1.34
1.87
2.01
1.20
20.05
.31
1.25
.00
.23
1.00
5.61
.00
.00
.33
1.29
10.89
18.12
.00
1.84
2.43
.00
1.04
13.63
1.85
.00
1.73
2.58
.96
.00
.00
1.40
2.34*
24.55*
22.92*
38.60*
2.60
2.32
3.34
1.55
1.68
30.00
1.33
1.25*
1.73*
2.81*
1.96*
5.61*
.00
.72
.00
2.17
.33
3.77
1.97
.00
1.34
.00
1.39
.00
1.16
2.48
4.98
5.63
.00
.89
.00
3.72
440
240
690
740
140
125
130
100
600
1460
132
110
40
220
160
160
40
40
105
-------
TABLE 8 (CONTINUED)
Date
PHYTOPLANKTON STANDING CROP
DECEMBER 1970 THROUGH MAY 1972
(ORGANISMS PER MILLILITER AND
MILLIGRAMS PER CUBIC METER)
Chlorophyll-a
Funct. Non-Funct.
Chlorophyll-
b
Total
Count
STATION 7
2-26-71
4-1-71
5-5-71
8-2-71
8-2-71
11-9-71
5-15-72
STATION 8
3-4-71
4-1-71
5-5-71
8-2-71
11-9-71
5-15-72
.19
.00
.00
.40
1.00
.00
.40
1.68
1.44
1.38
1.56
.00
.00
.44
18.95
11.36
45.71
26.73
.00
43.30
11.15
10.39
35.97
.00
.00
34.16
1.87*
1.44*
1.38*
1.96*
1.00
.00
.66
30.11*
21.75*
81.67*
26.73*
.00
62.70
.00
.04
.00
1.42
.00
27.12
.00
34.26
250
60
90
120
20
10
1,290
500
1,540
980
10
1,575
STATION 9
12-1-70
12-29-70
3-4-71 2.41 .40
4-2-71 3.32 3.90
5.5.71 36.09 39.98
8-2-71 3.61 16.04
11-9-71 2.41 .96
5.15-72 14.84 12.39
2.81*
7.22*
76.06*
19.65*
3.08
21.87
.00
10.04
.00
6.80
1,860
640
280
660
1,600
1,470
120
990
*SUM OF FUNCTIONAL AND NON-FUNCTIONAL CHLOROPHYLL-a
106
-------
TABLE 9
PERCENT OCCURRENCE ALGAE FOUND
IN PLANKTON SAMPLES
NOVEMBER 1970 THROUGH MAY 1972
ORGANISM GROUP
and GENUS
CYANOPHYTA
Chroococcales
Agmenellum
A nacystis
Homogonales
Anabaena
' Arthrospira
Lyngbya
Oscillatona
Schizothrix
Unidentified
CHLOROPHYTA
Volvocales
Carter/a
Chlamydomonm*
Eudorina
Pandorina
Spondy/omorum
Tetrasporales
Sphaerocystis
Ulotrichales
Binuclearia
Geminella
Chlorococcales
Act/nostrum
A nkitfrodesmus
Chlorella
Closteriopsis
Coelastrum
Crucigenia
Dictyosphaeri um
Kirchneriella
Micractinium
Nephrocytium
Oocystis
Pediastrum
Scenedesmus
Schroederia
Selenastrum
Tetraedron
PA
PERCENT OCCURRENCE BY STATION
2345 678
28
7!
14
14
14
14
10
10
30
10
10
10
10
20
7
21
14
21
7
14
21
20
10
24 14 17
14
8 42
16 17
14
I4
40
20
10
27
13
7
36 20
7
7
33
8
8
16
17
17
33
17
33
17
17
17
17
38
13
38
13
13
25
13
13
43
29
28
14
29
30 20
7
20 7
7
7
7
20 20
21
21 10 16
10 8
7
29 20 24
14
7 8
7
7
92 10 67
7
7 10
7
17 '
14 17 67
14 33 17
17 17
14 50
17
17
17
17
17
17
57 50 100
17
17
13
63
50
13
75
25
13
25
38
13
87
13
25
13
107
-------
TABLE 9 (CONTINUED)
PERCENT OCCURRENCE ALGAE FOUND
IN PLANKTON SAMPLES
NOVEMBER 1970 THROUGH MAY 1972
ORGANISM GROUP
and GENUS
I'A
PLRCENT OCCURRENCE BY STATION
1 2 3 4 5 6' 7 8
Zygncmatales
Closet ium
Cosmarium
Luastrum
Micrasterias
Mougeotia
Penium
Sp/rogyra
Spondy/osium
Staurastrum
Tetmemorus
PtRRHOPHYT'A '
Dinokonata'C'1
G/enod/niuhi
Peridinium
CHRYSOPHYTA
Heterococtales
letiuqonii'lld
Chrysomonalcs
Dinolnvott
Centrales
Pennales
EUGLENOPHYTA
Euglenales
Euglena
Lepocinelis
Phacus
Trache/omonas
NUMBER OF
SAMPLES
7
7
27
43 30
7
10
14 20
14 20 7
N
100 70 40
29 10 20
8f> 70 93
70 34
10 7
7 10 15
14 30 Ih 17 67
7 16 17 17
7
8
7 10
16
7
7
7
7 10 17 17
2H 10 X M
93 90 7S 28 33 50
86 90 100 57 83 83
86 40 58 28 67 84
8 17
28 20 24 14 17 17
7 10 17
14 10 12 76 6
I \
38
1 >,
50
88
87
13
38
13
8
108
-------
TABLE 10
PERIPHYTON STANDING CROP
NOVEMBER 1970 THROUGH MAY 1972
MILLIGRAMS PER SQUARE MILLIMETER
CELLS PER SQUARE MILLIMETER
Chlorophyll-a
Inclusive
POND A
12-15-71
4-18-72
STATION 1
2-22-71
6-16-71
9-17-71
12-15-71
4-1872
STATION 2
11-2-70
12-1-70
2-22-71
3-23-71
9-17-71
12-15-71
STATION 3
I2-I-70
2- 1 5-7 I
2-22-7 I
9- 17-7 I
12-15-71
STATION 4
11-2-70
12-1-70
1-15-71
2-22-7 1
9-17-71
12-15-71
STATION 5
11-2-70
12-1-70
1-15-71
2-22-71
3-23-71
12-15-71
Dates
- 1-26-71
- 5-31-72
- 3-23-71
- 7-28-71
- 10-28-71
- 1-26-72
- 5-31-72
- 12-1-70
- 12-29-70
- 3-23-71
- 5-5-71
- 10-28-71
- I -26-72
- 12-29-70
- 2-12-71
- 3-23-71
- 10-28-71
- 1-26-72
12 1-70
- 12-29-70
- 2-12-71
- 3-23-71
- 10-28-71
- 1-26-72
- 12-1-70
- 12-29-70
- 2-12-71
- 3-23-71
- 5-5-71
- 1-26-72
Funct.
5.12
.00
.68
17.73
8.18
1.02
2.39
10.36
1.23
30.00
5.80
72.62
36.34
5.93
.00
6.14
1.98
2.59
8.18
2.05
.00
18.21
2.05
18.41
13.64
7.16
Non-Funct.
5.15
.00
6.00
2.32
6.61
.05
2.80
1.09
3.07
6.75
.31
99.62
11.46
6.96
.00
4.36
.00
3.41
1.02
.00
9.89
.00
2.86
8.12
.00
5.49
a
.54
7.85
.00*
6.68*
19.15
11.95
1.05
5.19*
11.45
4.30*
33.98
2.39
172.24*
48.00*
12.89*
.00
8.70
1.98*
6.00*
9.20*
1.11
5.31
18.21*
4.91*
16.53*
13.64*
10.26
Chlorphyll
b
.46
5.08
6.02
5.51
.24
11.13
1.04
.00
2.96
.50
3.92
5.02
Total
c Count
.54 121
15.01 634
20
67
.00 244
2.60
.69 399
1 33
40
45
.54 472
.00 223
2,214
2,702
707
.00 41
.00 300
f.f.
OO
59
584
645
.10 17
2.11 418
3,106
131
619
463
2.24 184
109
-------
Inclusive Dates
TABLE 10 (CONTINUED)
PERIPHYTON STANDING CROP
NOVEMBER 1970 THROUGH MAY 1972
MILLIGRAMS PER SQUARE MILLIMETER
CELLS PER SQUARE MILLIMETER
Chlorophyll-a
Funct. Non-Funct.
Chlorphyll
Total
Count
STATION 6
12 -1-70
2-22-71
9 17-71
12-15-71
4-1 8-72
STATION 7
12-1-70
1-15-71
2-22-71
3-23-7 1
6-16-71
9-17-71
4-18-72
STATION 8
i 1 9.7(4
II ฃ. 1 \I
12-1-70
1 1 5-7 1
2-22-7 1
3-23-71
6-16-71
9-17-71
12-15-71
STATION 9
1 1-2-70
12-1-70
2-22-71
3-23-71
6-16-71
9-17-71
4-18-72
- 1 2-2')-70
- 3-23-71
- 10-28-71
- 1-26-72
- 5-31-72
- 12-29-70
- 2-12-71
- 3-23-71
- 5- 5-7 1
- 7-28-71 ,
- 1 0-28-71-
- 5-31-72
19-1-70
1 Z 1 / \J
- 12-29-70
- 2-14-71
- 3-23-71
- 5-5-71
- 7-28-71
- 10-28-71
- 1-26-72
- 12-1-70
- 12-29-70
- 3-23-71
- 5-5-71
- 7-28-71
- 10-28-71
- 5-3N72
.00
7.7I
5.46
55.23
6.14
11.80
36.21
7.02
6.07
3.42
1.16
2.73
11.73
88.65
41.97
28.16
.68
1.36
64.10
4.64
10.91
12.62
12.95
25.23
26.42
8.')3
.00
.00
.14
.00
.00
7.77
.00
2.18
1.36
.00
.00
3.82
40.23
20.87
58.98
2.66
.00
17.05
3.48
.47
14.12
.89
.00
4.48
ซ.<)3*
7. 7 I*
3. XI .00 .00
27.70 8.10 4.26
6.09 1.85 2.95
11.80
43.98*
7.02*
8.25*
4.78*
.97 1.35, .41
2.10 .38 4.07
15.55*
128.88*
62.84*
87.14*
3.34*
.92 .00 .00
73.95 24.21 23.93
,
.
8.12*
11.38*
26.74*
13.83*
22.50 2.23 1.71
28.97 9.44 12.36
305
246
98
714
91
116
883
191
362
18
16
20
3C1
JJ 1
141
3,510
2,697
781
35
4
2,186
135
192
650
300
185
557
271
*SUM OF FUNCTIONAL AND NON-FUNCTIONAL
110
-------
TABLE 11
PERCENT OCCURRENCE OF ALGAE FOUND
IN PERIPHYTON SAMPLES
NOVEMBER 1970 THROUGH MAY 1972
ORGANISM GROUP Percent Occurrence Hy Station
and GENUS PA 1 2 J 4 S 6 7 8 9
CYANOPHYTA
Chroococcales
Agmenellum 25 17 17 20 13
Anacystis 17 20 17 20 13 25
Coe/osphacrium 17
Homogonales
Anabaena 100 25 17 20 33 13
Lyngbya 17 25
Oscillatoria 17 20 14 25
Phormidium 17
Spirulina 20 13
Unidentified 17 17 14 13 13
CHLOROPHYTA
Volvocales
Pandorina 20
Ulotrichales
Gemmella 40 25
Stichoccus 50 17
Stigeodonium 17 60 67 80 14 25 38
Cladophorales
Rhi/oclonium 13
Oedogoniales
Oedogonium 20
Chlorococcales
Actinastrum 17
Anki^trodesmus M 13 25
Chlorelta 50 17 80 50 20 38 25
Closteriopsis 50
Coelastrum 20 20 13
Crucigenia 13
Nephrocytium 20 13
Oocystis 17 20
Pediastrum 50 17
Scenedesmus 25 17 100 33 80 43 63 50
Schroederia 13
Tetraedron 50 25 13 13
Zygnematales
Closterium 50 67 20 67 20 29 63 50
Cosmarium 100 50 83 100 33 14 13
111
-------
TABLE 11 (CONTINUED)
PERCENT OCCURRENCE OF ALGAE FOUND
IN PERIPHYTON SAMPLES
NOVEMBER 1970 THROUGH MAY 1972
ORGANISM GROUP
and GENUS
PA 1
Percent Occurrence By Station
345 6
Euastrum
Micrasterias
Mougeotia
Perium
Spirogyra
Tetmemorus
PYRRHOPHYTA
Dinokonatae
Peridinium
CHRYSOPHYTA
Heterococcales
Centritractus
Chrysomonadales
Dlnobryon
Centra les
Pennales
EUGLENOPHYTA
Euglenales
Euglena
Phacus
100
50
100
100
50
100
50
50
50
25
75
25
25
25
50
100
75
83
33
17
17
17
17
50
33
100
50
20 17
20
20
20
33
100 67 80 40 71 75
100 100 100 100 100 100
40 50 20 43 38
60 17 20 13
63
100
13
NUMBER OF
SAMPLES
2 4
112
-------
TABLE 12
MACROINVERTEBRATE SUMMARY
FROM QUALITATIVE SAMPLING
NOVEMBER 1970 THROUGH NOVEMBER 1971
Date
STATION 1
1-26-71
5-4-71
11-15-71
STATION 2
12-18-70
1-26-71
5-4-71
11-15-71
STATION 3
11-24-70
12-28-70
1-25-71
2-26-71
4-12-71
5-4-71
11-15-71
STATION 4
11-24-70
12-28-70
1-25-71
2-26-71
4-12-71
11-19-71
STATION 5
11-24-70
12-28-70
1-26-71
2-25-71
4-4-71
11-17-71
STATION 6
11-24-70
12-28-70
1-28-71
2-25-71
4-2-71
11-16-71
Biotic
Index
(Bl)
0
2
9
2
0
4
4
1
2
2
0
0
0
1
1
2
4
5
0
9
4
3
4
4
5
10
19
22
19
12
10
22
Total
Species
(S)
2
8
20
4
6
13
15
12
14
16
11
11
14
12
21
18
16
24
11
20
19
17
27
25
24
33
31
31
30
22
23
29
Species Per
Class
1
0
0
3
0
0
1
1
0
0
1
0
0
0
0
0
0
1
2
0
4
0
0
1
1
1
3
7
10
8
5
4
8
Class
II
0
2
3
2
0
2
2
1
2
0
0
0
0
1
1
2
2
1
0
1
4
3
2
2
3
4
5
2
3
2
2
6
Sample
Class
III
2
2
5
0
1
4
4
5
3
3
5
2
7
3
6
6
1
7
4
5
7
6
6
8
6
10
5
3
6
6
7
5
Percentage
Class
1
0
0
15
0
0
8
7
0
0
6
0
0
0
0
0
0
6
8
0
20
0
0
4
4
4
9
23
32
27
23
17
36
Class
II
0
25
15
50
0
15
13
8
14
0
0
0
0
8
5
11
13
4
0
5
21
18
7
8
13
12
16
6
10
9
9
27
Class
III
50
25
25
0
17
31
27
42
21
19
45
18
50
25
29
33
6
29
36
25
39
35
22
32
25
30
16
10
20
27
30
23
113
-------
TABLE 12 (CONTINUED)
MACROINVERTEBRATE SUMMARY
FROM QUALITATIVE SAMPLING
NOVEMBER 1970 THROUGH NOVEMBER 1971
Date
STATION 7
12-28-70
2-27-71
4-1-71
6-21-71
11-16-71
STATION 8
11-24-70
12-28-70
3-1-71
4-1-71
6-21-71
11-23-71
STATION 9
11-24-70
12-28-70
3-1-71
4-2-71
11-23-71
Biotic
Index
(Bl)
23
10
22
20
18
5
4
4
3
2
9
15
22
15
14
10
Total
Species
(S)
31
23
35
29
25
16
25
17
17
7
30
28
31
22
26
18
Species Per Sample
Class
1
10
4
9
7
7
1
1
1
1
0
4
5
9
6
5
4
Class
II
3
2
4
6
4
3
2
2
1
2
1
5
4
3
4
2
Class
III
4
6
6
5
4
4
9
6
4
3
8
7
6
4
4
5
Class
32
17
26
24
28
6
4
6
6
0
13
29
27
19
22
Percentage
Class Class
II III
10
9
11
21
16
19
8
12
6
29
3
28
13
14
15
11
13
26
17
17
16
25
36
35
24
43
27
25
19
18
15
27
114
-------
TABLE 13
ORGANISM GROUP
and GENUS
Planariidae
Oligochaeta
Hirudinea
Asellus sp.
Hyalella azteca
Progambarus sp.
Palaemonetes paludosus
Baetis spiethi
Caenis diminutus
Callibaetis floridana
Ephemerella sp.
Stenonema spp
PERCENT OCCURRENCE OF
MACROINVERTEBRATES COLLECTED
IN QUALITATIVE SAMPLES
NOVEMBER 1970 THROUGH FEBRUARY 1972
Percent Occurrence By Station
33
33
2
25
25
25
3
100
86
14
71
29
4
17
83
50
33
33
33
33
17
33
5
33
83
100
100
17
83
17
100
67
17
6
17
67
33
100
50
67
83
7
100
50
25
25
25
50
100
50
100
8
20
80
80
100
100
40
20
100
20
9
20
80
60
100
100
60
20
80
100
Anax spp 28 17 20
Aphylla williamsoni 43 17 50
Boyeria vinosus 25
Dromogomphus spinosus 17 25
Erythemis
simpliclcollis 33
Gomphus sp. 25 14 17 100 100 40
Libcllula spp 25 67 17
Macromia spp 14 17 100 100 80
Miathyia marcel/a 17
Nasiacschna
pentacantha 33 17
Neocordulla sp. 33 25
Pachydiplax
longipennis 2-5 86 50 60
Perithemis seminole 50 43 17 17 25 40 20
Tetragoneuria sp. 17
Argia spp 50 100 100 20
Calopteryx maculata 50 25
Enallagma spp 33 25 57 67 50 100 60 80
Heterina tit/a 33 25
Ischnura spp 25 57 33 83 100 40
Unident. Zygoptera 33 17
Corixidae 14 17
Pelocoris sp. 14
Ranatra sp. 20
Cory da I us cornutus 50 75 40
115
-------
TABLE 13 (CONTINUED)
PERCENT OCCURRENCE OF
MACROINVERTEBRATES COLLECTED
IN QUALITATIVE SAMPLES
ORGANISM GROUP
and GENUS
Sialis sp
Elmidae
Dytiscidae
Gyrinidae
Haliplidae
Hydrophilidae
Lepidoptera
Cheumatospyche sp.
NOVEMBER 1970 THROUGH FEBRUARY 1972
2 3
1
33
33
Percent Occurrence By Station
4567
14
43
14
57
Leptocella sp
Nyctiophylax sp
Oecetis sp 67 50
Oxyethira sp. 33
Polycentropus sp. 33
Ceratopogonidae 33 25 14
Simuliidae
Blepharocera sp.
Tubifera sp. 29
Ablabesmyia janta 33 50
A. spp 25 14
Anatopynia sp. 67 50
Chironomus spp 67 50 14
Cladotanytarsus sp.
Clinotanypus spp 43
Cory none ura tar is
Cryptotendipes
casuarius 33 25
Cryptochironomus
fulvus 33 75
Cricotopus spp 25 43
Dicrotendipes spp 50
Einfeldia sp. 33 25
Endochironomus sp.
Glyptotendipes sp.
Goeldichironomus
holoprasinus 33 25 29
Harnischia spp 33
/ abrundinia floridana
Orthodadius sp. 33
Parachironomus spp. 33
17
100
33
33
17
33
50
17
50
67
17
17
33
83
50
83
100
75
20
20
100
100
17
33
67
67
50 >
17
17
50
33
67 ;
50
83
33
60
33
83
17
17
17
17
25
50
25
50
60
75
25
100
25
25
20
60
20
20
40
40
80
40
80
20
80
40
20
20
40
40
60
60
20
20
60
80
17
100
116
-------
ORGANISM GROUP
and GENUS
Purulanlcrborniella
niqrohalterale
Pediom>mu!> bcckae
Pentaneura inculta
Polypedilum fa/lax
P. spp.
Procladius spp
Psectrocladius sp.
Rheotanytarsus spp
Stenochironomus sp.
Tanypus spp
Tony'tarsus spp
Thienemanniella xena
Tnbelos sp
Ferris'iia sp.
Gyraulus sp.
Helisoma sp.
A%ystf sp.
Promenetus sp.
Pseudosutcinae sp.
Viviparus sp.
unident. Gastropoda
Uniondae
Sphaeriidae
NUMBER OF
SAMPLES
TABLE 13 (CONTINUED)
PERCENT OCCURRENCE OF
MACROINVERTEBRATES COLLECTED
IN QUALITATIVE SAMPLES
NOVEMBER 1970 THROUGH FEBRUARY 1972
Percent Occurrence By Station
1234567
67
33
67
25
25 29
50
25 29
29
14
57
57
14
43
71
17
83
17
50
67
17
33
67
83
83
50
83
50
50
17
17
100
17
83
100
17
17
100
33
33
100
17
67
100
17
50
33
83
17
67
50
100
67
67
25
75
25
25
50
100
25
50
25
50
75
25
25
75
TOO
20
20
20
40
20
60
40
40
80
40
60
80
40
20
100
80
100
80
20
40
80
117
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ORGANISM GROUP
TABLE 15
PERCENT OCCURRENCE OF
MACROINVERTEBRATES COLLECTED
ON MULTIPLE-PLATE SAMPLERS
NOVEMBER 1970 THROUGH FEBRUARY 1972
Percent Occurrence By Station
and GENUS PA 1
Planariidae
Oligochaeta 67
Hirudinea
Asellus sp.
Hya/el/a azteca
Palaemonetus
paludosus
Cambarinae
Baetis spiethi
Caenis diminutus 100
Callibaetis
floridanus
Stenonema spp
Anax sp.
Boyeria vinosa
Erythemis simplicicollis
Miathyia marcel/a
Pachydiplex longipennis
Tetragoneura
cynosura
Argia spp
Enallagma spp 33
Heterina titia
Ischneura spp 100 67
Dytiscidae
K Imidae
Gyrinidac 100
Hydrophylidae
Veliidae
Cory da /us cornutus
Sialis sp.
Ceratopogonidae
Culicidae 33
Psychomiidae
Simuliidae
Cheumatopsyche sp. 33
Oecetis sp. 100
Oxyethira sp. 100 33
234
17
33 50 50
17 67 50
17
17 17
17
17 33 50
67
17 17
17
33 17
67 17 17
17
17
33
33
17
17
17
17
17
67
5 6
80
80
100
80
40
20 100
20
20
20
60
20
20 33
60
17
40
20
20 17
20 17
33
17
60
83
100
50
789
29
43 50
43
33 29
14 50 71
17
43
14 67
14
57
14
29 14
29
14 14
14
17
71 14
86 57
57 14
121
-------
TABLE 15 (CONTINUED)
PERCENT OCCURRENCE OF
MACROINVERTEBRATES COLLECTED
ON MULTIPLE-PLATE SAMPLERS
NOVEMBER 1970 THROUGH FEBRUARY 1972
ORGANISM GROUP
and GENUS PA
Polycentropus sp.
Ablabesmyia janta
A. spp
Anatopynia sp.
Chlronomus spp
Cladotanytarsus sp.
Clinotanypus spp
Corynoneura taris
Cricotopus spp
Cryptochironomus
fulvus
Cryptotendipes
casuaris
Dicrotendipes spp
Einfeldia sp.
Glyptotendipes sp.
Goeldichironomus
holoprasinus
Harnischia spp
Labrundinia spp
Nilotanypus
americanus
Orthocladius sp.
Parachironomus spp
Paralauterborniella
nigrohalterale
Pedionomus beckae
Pentaneura inculta
Polypedilum fa/lax
P. spp
Procladius spp
Psectrocladius sp.
Rheocricotopus
robacki
Rheotanytarsus spp
Stenochironomus sp.
Tanypus sp.
Tanytarsus spp
Thienemanniella
xena
Tribelos sp.
Chironominae
33
100 67
2
33
100
100
100
100
100
100
100
67
33
67
33
33
33
33
33
67
67
67
67
50
50
17
83
17
17
33
50
17
17
33
33
50
17
50
50
50
Percent Occurrence By Station
345
33
17
33
17
17
33
33
17
33
33
33
17
17
17
67
17
17
17
17
50
17
83
17
40 17
40
20 17
20 67
40
20
20
20 17
17 17
20
20 50
17
40 100
20 17
20 100
20
40 50
20 83
29
43
57
43
14
43
14
14
14
100
29
100
43
29
100
14
71
57
29
83
17
50
100
50
83
50
33
50
50
17
17
50
67
17
14
57
57
14
14
43
100
57
100
100
122
-------
ORGANISM GROUP
and GENUS
lanypodinae
Ferrissia sp.
Helisoma sp.
Physa sp.
Promenetus sp.
Pseudosuccinae sp.
Vi vi par us sp.
Gastropoda
Unionidae
Sphaeriidae
NUMBER OF
SAMPLES
TABLE 15 (CONTINUED)
PERCENT OCCURRENCE OF
MACROilNVERTEBRATES COLLECTED
ON MULTIPLE-PLATE SAMPLERS
NOVEMBER 1970 THROUGH FEBRUARY 1972
Percent Occurrence By Station
PA
17
50
33
33
17
50
33
67
33
17
33
17
17
80
40
60
40
40
60
20
33
33
17
57
14
29
14
29
14
14
50
14
123
-------
TABLE 16
SURFACE WATER
AEROBIC BACTERIA
VIABLE ORGANISMS PER MILLILITER
JULY 1971 THROUGH MAY 1972
Date Pond A Pond Effli&nt Station 1
July 10, 1971 - 2,000 4,100
Aug 16 1,875 1,950 3,200
Sept 20 3,900 3,900 10,300
Oct 23 5,000 10,400 8,340
Nov 30 3,900 2,000 4,100
Dec 13 5,000 - 3,300
Jan 10, 1972 3,000 2,300 10,500
Feb 14 3,600 3,200 5,000
Mar 14 9,700 5,400 13,200
Apr 10 11,900 - 12,400
May 15 9,800 4,300 10,300
124
-------
Date
TABLE 17
SURFACE WATER
ANAEROBIC (FAULTATIVE) BACTERIA
VIABLE ORGANISMS PER MILLILITER
OCTOBER 1971 THROUGH MAY 1972
Pond A Pond Effluent Station 1
Oct 23, 1971 320 400 610
Nov 30 780 560 1,950
Dec 13 625 - 765
Jan 10, 1972 310 400 1,620
Feb 14 130 320 750
Mar 14 180 265 810
Apr 10 360 - 1,200
May 15 200 780 1,050
125
-------
TABLE 18
SURFACE WATER
SULFUR OXIDIZING BACTERIA
VIABLE ORGANISMS PER MILLILfTER
JULY 1971 THROUGH MAY 1972
Date Pond A Pond Effluent Station 1
July 10, 1971 No counts were made.
Aug 16 161 305 422
Sept 20 78 547 660
Oct 23 32 40 75
Nov 30 50 60 120
Dec 13 42 - 87
Feb 14, 1972 70 36 125
Mar 14 73 85 900
Apr 10 84 - 280
May 15 125 200 710
126
-------
TABLE 19
SURFACE WATER
SULFUR REDUCING BACTERIA
VIABLE ORGANISMS PER MILLILITER
OCTOBER 1971 THROUGH MAY 1972
Date Pond A Pond Effluent Station 1
Oct 23, 1971 23 0 56
Nov 30 5 10 38
Dec 13 5 -- 25
Jan 10, 1972 Bacteria not observed at any location
Feb 14 Bacteria not observed at any location
Mar 10 10 10 20
Apr 10 10 - 40
May 15 8 8 32
127
-------
TABLE 20
SURFACE WATER
POSSIBLE STAPHYLOCOCCUS
VIABLE ORGANISMS PER MILLILITER
JULY 1971 THROUGH MAY 1972
Pond A Pond Effluent Station 1
Phenyiethanoi Mannitol Phenylethanol Mannitol Phenylethanol Mannitol
Date Agar Salt Agar Agar Salt Agar Agar Salt Agar
July 10, 1971 10 8 12 4 40 4
Aug 16 20 10 23 8 127 10
Sept 20 (Staphylococcus and pathogenic species not evident as confirmed on Mannitol Salt Agar)
Oct 23
Nov 30 15 -- 26 -- 100
Dec 13 45 -- -- 27
Jan 10, 1972 10 -- 10 -- 10
Feb 14 10 -- 80 -- 47
Mar 14 15 -- 51 -- 72
Apr 10 48 -- - - 118
May 15 31 -- 130 -- 163
128
-------
TABLE 21
SURFACE WATER
FILAMENTOUS FUNGI
MOLD COLONIES PER MILLILITER
JULY 1971 THROUGH DECEMBER 1971
Date
July 10, 1971
Aug 16
Sept 20
Oct 23
Nov 30
Dec 13
Pond A
24
20
14
18
12
7
Pond Effluent
23
12
18
19
5
Station 1
14
12
8
10
9
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-------
TABLE 23
GROUND WATER
ADDITIONAL PHYSICAL AND CHEMICAL DATA
MILLIGRAMS PER LITER
MAY 1971 THROUGH JUNE 1972
Date
CONDUCTIVITY
(micromhos/cm)
SO,
COD
WELL 3
4-5-71
12-20-71
1-18-72
2-7-72
4-3-72
6-5-72
WELL 4
12-20-71
2-7-72
4-3-72
6-5-72
WELL 5
4-5-71
1-3-72
3-6-72
5-8-72
WELL 6
4-5-71
WELL 9
2-21-72
4-17-72
WELL 10
4-5-71
3-6-72
5-8-72
WELL 11
1-3-72
3-6-72
5-8-72
WELL 12
1-3-72
3-6-72
5-8-72
WELL 13
2-21-72
4-17-72
133
520
679
1435
1400
74
69
98
80
56
46
....
84
33
124
153
33
...
47
39
...
51
45
...
49
67
9
....
4.2
15.7
3.7
5.1
3.2
14.8
.0
3.4
-,.-
3.0
4.6
4.5
2.5
--,.
3.0
1,370.0
2,970.0
4,040.0
20.0
38.0
3.8
6.1
44.0
1.6
1.6
5.4
0
3.8
0
ซ.ซ
4.0
PH
(field)
4.8
4.9
5.0
5.0
-------
TABLE 23 (CONTINUED)
GROUND WATER
ADDITIONAL PHYSICAL AND CHEMICAL DATA
MILLIGRAMS PER LITER
MAY 1971 THROUGH JUNE 1972
Date
CONDUCTIVITY
(micromhos/cm)
SO,
COD
PH
(field)
WELL 16
4-5-7 1
1-18-72
3-20-72
5-22-72
WELL 17
1-18-72
3-20-72
5-22-72
WELL 18
1-18-72
3-20-72
5-22-72
WELL 19
2-21-72
4-17-72
WELL 20
4-5-71
1-18-72
3-20-72
5-22-72
WELL 21
1-18-72
3-20-72
5-22-72
WELL 22
I -18-72
3-20-72
5-22-72
WELL 23
2-21-72
4-17-72
WELL 24
12-20-71
2-7-72
4-3-72
5-5-72
56
52
...
55
47
...
50
27
-
30
57
90
100
68
-
70
54
-
55
56
...
53
38
81
80
81
92
100
....
....
2.6
5.8
....
3.0
....
....
4.6
9.1
....
2.6
....
2.7
4.0
2.6
5.5
....
5.6
7.6
....
2.5
....
3.3
3.8
18.0
19.0
19.0
23.0
9.9
16.0
3.2
7.3
14.0
15.0
16.0
11.0
23.0
18.0
5.7
16.0
18.0
140
-------
TABLE 23 (CONTINUED)
GROUND WATER
ADDITIONAL PHYSICAL AND CHEMICAL DATA
MILLIGRAMS PER LITER
MAY 1971 THROUGH JUNE 1972
Date
CONDUCTIVITY
(micromhos/cm)
SO,
COD
PH
(field)
WELL 25
12-20-71
2-7-72
4-3-72
6-5-72
102
92
103
105
13.3
31.5
18.0
29.0
WELL 26
12-20-71
2-7-72
4-3-72
6-5-72
64
75
92
10
2.0
3.6
.4
39.0
WELL 27
1-3-72
3-6-72
5-8-72
63
70
4.3
7.3
16.0
18.0
5.0
WELL 28
1-3-72
3-6-72
5-8-72
63
88
11.5
16.2
25.0
8.2
4.9
11*1
-------
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-------
TABLE 25
GROUND WATER
pH MEASUREMENTS
EFFECT OF ONE HOUR AERATION
FEBRUARY 1971 THROUGH MAY 1972
Date
Feb22,1971
Jan 18, 1972
Feb7
Mar 6
Mar 20
Apr 3
May8
May 22
3
4.50
4.65
4.40
-
4.36
--
--
3A
6.80
4.70
4.40
-
4.35
--
--
5
3.20
4.74
:
5.20
--
5A
6.80
6.48
7.10
--
Well Number
6 6A
3.60 6.80
(J
2 j
_i O iZ
uj ce. Q
Q -i
?L
10
3.30
4.80
-
4.91
--
10A
6.90
"
6.50
:
6.75
-
16
3.10
4.90
5.30
--
4.80
16A
6.90
6.65
7.30
--
6.97
20
3.10
5.00
5.80
-
5.32
20A
6.90
6.84
..
7.25
-
7.30
Note: Sample Analysis at FTU Laboratory.
Descriptive data. Data from all other shallow wells show a similar rise on aeration but
are not included for brevity.
A = aerated pH
.1U3
-------
DATE
TABLE 26
GROUND WATER
METAL DATA
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH JUNE 1972
Ca Mg Fe Al Zn K
Na
Cu
WELL 3
1-4-71
1-6-71
1-11-71
1-18-71
1-25-71
2-16-71
2-22-71
5-10-71
7-21-71
10-4-71
12-7-71
12-20-71
1-18-72
2-7-72
4-3-72
6-5-72
WELL 4
5-17-71
9-20-7 1
10-19-71
12-7-71
12-20-71
2-7-72
4-3-72
6-5-72
WELL 5
1-4-71
1-6-71
1-11-71
1-18-71
1-25-71
2-16-71
2-22-71
7-21-71
9-8-71
10-4-71
11-1-71
1-3-71
3-6-72
5-8-72
1 2. 80
14.20
10.60
12.50
12.40
10.50
...
13.40
3.95
10.80
54.00
59.00
64.00
36.00
61.00
58.00
18.00
17.00
19.00
18.40
5.05
5.40
5.40
5.40
.55
5.60
3.95
1.90
1.45
.40
.70
.30
5.80
.70
12.40
.40
0.10
0.00
.65
.60
.70
.60
.65
.60
.55
.50
.55
.60
4.75
6.00
5.90
6.80
9.10
6.90
.50
.60
.75
.55
.40
.40
.45
.35
.75
.70
.75
.75
.75
.75
.70
.65
.70
.80
.90
.50
.55
.65
.45
.70
.50
.75
.65
.40
.40
.35
.55
.40
3.70
4.60
4.96
5.40
6.60
4.30
2.20
.90
.86
1.15
1.10
.80
.60
.45
.40
.45
.35
.50
.45
.00
.20
.00
.22
.10
.18
.38
.50
.40
...
...
...
...
...
.00
1.00
.75
4.25
6.60
9.00
13.00
...
.25
.50
.75
.80
.60
.00
...
...
...
...
...
...
.50
.00
.50
.80
.80
.08
.07
.05
.07
.04
.03
.02
.01
.01
.01
.01
.00
.00
.00
.04
.00
.15
.09
.03
.03
.03
.04
.06
.03
1.75
.12
.29
.14
.16
.88
.08
.05
.02
.02
.01
.01
.03
.01
.65
.60
.70
.60
.52
.52
.75
.30
.20
.20
.90
1.40
4.10
8.65
14.40
20.60
.60
.52
.33
.90
.20
.15
.15
.10
.30
.15
.10
.10
.10
.23
.10
.10
.30
.05
.10
.05
.15
.20
8.3
8.2
6.9
8.2
8.1
7.8
7.5
6.7
6.9
6.2
27.0
36.0
52.0
73.0
92.0
102.0
4.1
4.0
3.6
3.3
3.1
3.4
4.1
3.9
4.0
4.4
4.3
4.3
4.3
3.9
4.3
4.4
7.1
4.5
4.7
4.7
4.8
5.2
.00
.00
.00
.01
.01
.00
.00
.00
.00
.01
.02
.00
.00
.00
.00
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.02
.00
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
-------
TABLE 26 (CONTINUED)
GROUND WATER
METAL DATA
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH JUNE 1972
DATE
Ca
Mg
Fe
Al
Zn
Na
Cu
WELL 27
11-1-71
1-3-72
3-6-72
5-8-72
WELL 28
11-1-71
1-3-72
3-6-72
5-8-72
WELL 6
1-6-71
1-18-71
1-25-71
2-16-71
2-22-71
5-10-71
7-21-71
9-8-71
WELL 9
5-17-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 10
1-4-71
1-6-71
1-11-71
1-18-71
1-25-71
2-16-71
2-22-71
5-10-71
7-21-71
9-8-71
10-4-71
11-1-71
1-3-72
3-6-72
5-8-72
131.00
9.60
0.40
0.30
4.00
1.50
0.30
0.00
.85
.35
.55
.70
.30
.15
.35
.40
63.00
41.50
30.50
18.80
10.00
10.60
'.55
.45
.75
.45
.40
.45
.30
.40
.30
.30
.35
.45
.30
.20
.10
1.00
.60
.60
.60
2.95
1.50
1.20
1.40
." 5
.70
.75
.70
.75
.75
.80
.80
.15
.50
1.00
.80
1.00
1.10
1.00
1.05
1.00
1.00
1.00
.85
.90
.90
.75
.90
.85
.95
.55
.65
.60
.88
.58
.90
.45
.24
.62
.45
.90
.20
.10
.00
.10
.00
1.00
.00
.30
.20
1.80
1.75
1.00
1.20
.90
1.00
.00
.00
.00
.00
.00
.00
.00
.00
.30
.01
.00
.24
.50
.20
1.50
.75
1.80
.60
1.35
.50
1.20
.80
...
...
...
...
...
...
...
...
.25
.50
.60
.60
...
...
...
...
...
...
...
...
...
...
.50
.00
.00
.40
.40
.18
.08
.10
.05
.32
.07
.13
.07
1.83
1.25
1.36
.08
.76
.39
.27
.08
.02
.03
.01
.01
.02
.00
.48
.55
.60
.53
.41
.19
.20
.08
.04
.05
.03
.05
.03
.04
.02
.60
.05
.15
.15
.35
.15
.35
.30
.30
.25
.23
.10
.20
.15
.15
.20
2.50
.45
.35
.30
.35
.35
.15
.15
.15
.20
.20
.10
.10
.15
.20
.10
.10
.10
.10
.20
.20
4.8
4.8
5.8
5.7
8.9
5.4
7.0
7.0
3.6
3.8
3.8
4.3
4.0
4.3
4.4
4.2
6.8
5.3
5.8
5.1
5.5
6.3
4.2
4.5
4.5
4.8
4.5
4.4
4.3
3.8
3.3
3.5
3.3
3.5
3.3
3.7
3.3
.00
.00
.03
.00
.00
.00
.02
.00
.00
.03
.01
.00
.00
.02
.00
.00
.00
.01
.00
.00
.04
.00
.00
.00
.01
.02
.00
.00
.00
.00
.00
.00
.00
.00
.00
.04
.00
-------
DATE
TABLE 26 (CONTINUED)
GROUND WATER
METAL DATA
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH JUNE 1972
Ca Mg Fe Al Zn K
Na
Cu
WELL 11
11-1-71
1-3-72
3-6-72
5-8-72
WELL 12
11-1-71
1-3-72
3-6-72
5-8-72
WELL 13
5-17-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 16
1-4-71
1-6-71
1-11-71
1-18-71
1-25-71
2-16-71
2-22-71
5-10-71
7-21-71
8-26-71
9-8-71
10-4-71
11-1-71
1-18-72
3-20-72
5-22-72
WELL 17
11-1-71
1-18-72
3-20-72
5-22-72
.80
.40
.10
.20
.85
.50
.00
.00
2.20
2.10
.90
.60
.20
.50
1.30
.95
.90
.95
.55
.55
.35
.50
.35
.35
.50
.45
1.50
.40
.30
.60
.80
.30
.00
.20
1.00
.75
.65
.70
1.05
.80
.70
.70
.80
1.35
1.25
1.20
.95
.90
.75
.75
.75
.75
.75
.75
.75
.60
.40
.35
.45
.60
.75
.80
.70
.75
.55
.70
.60
.80
.02
.36
.80
.30
.20
.22
.50
.20
.55
1.25
.02
.28
1.10
1.45
2.00
.15
.30
.10
.20
.08
.20
.20
.10
.10
.12
.56
.54
.86
.60
.70
.10
.30
.25
.40
.30
.80
1.60
.40
.30
.30
1.00
.40
...
.00
.50
.20
.60
...
...
...
...
...
...
...
...
1.00
.30
.80
.20
.00
.00
1.50
.40
.20
.08
.05
.07
.02
.03
.02
.03
.01
.05
.05
.05
.05
.03
.03
.78
.65
.50
.39
.37
.43
.20
.09
.12
.13
.13
.11
.07
.05
.04
.08
.03
.00
.00
.01
.10
.05
.15
.10
.20
.08
.10
.10
.52
.20
.10
.10
.20
.70
.20
.20
.20
.15
.20
.10
.15
.10
1.25
2.60
1.70
1.60
.80
.20
.25
.30
.10
.13
.15
.15
3.9
3.4
3.8
3.1
5.2
4.3
5.3
4.6
7.0
7.0
7.2
7.0
7.0
7.2
5.1
5.2
5.3
5.5
5.4
5.4
5.7
5.0
15.2
10.4
6.5
4.4
2.9
4.7
5.7
5.4
1.5
4.4
4.5
4.3
.00
.00
.02
.00
.00
.00
.02
.00
.00
.00
.00
.00
.00
.00
.00
.00
.02
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
1U6
-------
DATE
TABLE 26 (CONTINUED)
GROUND WATER
METAL DATA
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH JUNE 1972
Ca Mg Fe Al Zn K
Na
Cu
WELL 18
11-1-71
1-18-72
3-20-72
5-22-72
WELL 19
7-21-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 20
1-4-71
1-6-71
1-11-71
1-18-71
1-25-71
2-16-71
2-22-71
7-21-71
8-26-71
9-8-71
1 0-4-71
11-15-71
1-18-72
3-20-72
5-22-72
WELL 21
11-15-71
1-18-72
3-20-72
5-22-72
WELL 22
11-15-71
1-8-72
3-20-72
5-22-72
.45
.30
.00
.10
.35
.80
.40
.30
.10
.30
5.20
5.95
5.35
5.45
6.20
5.90
5.00
6.25
4.80
4.05
4.30
...
3.80
2.20
3.40
4.60
.70
.20
.10
4.35
.55
.20
.10
.80
.60
.65
.65
1.30
1.15
1.20
1.10
.95
1.00
.90
.95
.90
.95
.90
.90
1.00
.90
.90
.90
.90
1.85
.55
.65
.65
.80
4.75
.40
.50
.85
.50
.45
.45
.20
.32
.35
.40
.00
.90
.05
.78
.80
.90
.20
1.60
.04
.00
.00
.00
.00
.10
.06
.65
.22
.18
.44
.40
.30
.12
.70
.50
.70
.22
.40
.40
.40
.30
.80
.40
.00
...
...
.00
.30
.20
.40
...
...
...
...
...
...
...
...
.30
.00
...
.80
.40
.20
.00
1.30
.60
.00
.00
1.50
1.00
1.00
.08
.00
.03
.03
.01
.01
.01
.01
.01
.02
.12
.18
.32
.14
.14
.07
.07
.05
.07
.07
.05
.20
.00
.03
.03
.05
.00
.05
.02
.03
.02
.04
.01
.23
.15
2.50
.35
.10
.05
.08
.05
.15
.30
.20
.20
.20
.20
.20
.20
.15
.20
.20
.20
.15
.60
.05
.15
2.00
.10
.10
.15
.10
.15
.10
.20
.15
1.8
1.1
1.0
.8
7.2
5.7
5.7
5.6
6.4
6.8
6.6
6.5
6.5
7.0
6.7
6.9
6.7
7.5
7.5
7.4
7.1
7.1
6.2
6.7
6.4
6.7
6.4
7.1
5.7
6.6
6.5
6.7
5.8
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.00
.00
.02
.00
.00
.00
.00
.00
.00
.00
.00
.02
.00
.00
.00
.00
.00
.00
.00
.01
.00
.00
.01
1U7
-------
DATE
TABLE 26 (CONTINUED)
GROUND WATER
METAL DATA
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH JUNE 1972
Ca Mg Fe Al Zn K
Na
Cu
WELL 23
5-17-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 24
5-17-71
7-21-71
9-20-71
1 0-1 9-7 I
11-15-71
12-20-71
2-7-72
4-3-72
6-5-72
WELL 25
11-15-71
1 2-20-7 1
2-7-72
4-3-72
6-5-72
WELL 26
11-15-71
12-20-71
2-7-72
4-3-72
6-5-72
3.00
3.90
1.65
.35
.30
.40
5.90
5.55
4.20
4.30
4.15
4.50
2.20
2.40
4.20
4.40
1.20
.20
.60
.10
4.70
4.00
.00
.20
.10
1.50
1.20
1.55
1.20
1.10
.95
.95
.90
1.10
1.05
1.15
.85
.95
1.05
1.00
1.20
.70
.50
.90
.70
1.15
.75
.65
.75
.85
.70
.46
.02
.22
.40
.45
.40
.20
1.10
.19
.14
.95
.95
1.00
.75
.34
7.00
4.60
.23
4.20
.20
.86
.85
.70
1.00
.00
.00
.00
.40
...
.00
.00
1.80
1.00
.80
.00
.50
25.00
3.60
2.00
5.60
.00
.30
.60
1.00
.20
.01
.01
.01
.01
.01
.02
.07
.05
.27
.08
.03
.07
.06
.06
.02
.03
6.90
2.66
1.41
2.08
.05
.00
.01
.01
.01
1.10
.15
.10
.05
.10
.35
.30
.25
.20
.23
.20
.23
.30
.30
.30
.25
.75
.35
.25
.40
.23
.05
.10
.10
.05
5.3
4.6
4.5
4.3
5.0
4.5
6.1
5.4
6.4
6.2
6.3
6.0
6.3
7.4
6.2
6.2
8.0
7.9
7.7
7.4
6.1
8.1
7.9
9.1
8.9
.02
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.01
.00
.01
.02
.00
.00
.00
.01
.00
.00
.00
.00
.01
-------
TABLE 27
GROUND WATER
TOTAL DISSOLVED SOLIDS
(MILLIGRAMS PER LITER)
JANUARY 1971 THROUGH OCTOBER 1971
Well Number
4 9
Date
Jan. 18, 1971
Jan 18
Feb 8
Feb 15
Feb 22*
Feb 22*
Feb 22**
Feb 22**
Mar 8**
Apr 5**
May 5**
May 12**
May 17**
June 2**
July 9**
July 22**
AuglO**
Aug25**
Sept 16**
Sept 20**
Oct 4**
Octi9**
Average
After Feb 1 5
3
3,920
3,795
300
200
70
77
78
94
164
124
212
136
70
-
79
-
62
--
60
--
64
--
99
5
2,230
255
360
200
13
7
54
80
60
52
81
67
24
--
36
--
22
--
106
--
15
-
47
6
1,030
--
122
200
20
-
4
38
47
44
51
69
23
--
32
--
20
--
--
--
--
--
35
10
235
-
220
200
13
-
10
18
40
38
30
54
19
--
29
--
12
..
9
-
23
--
25
16
400
--
116
200
27
-
3
40
37
36
37
66
54
--
35
--
61
--
48
-
47
--
41
20
1,300
-
230
300
40
40
68
76
56
58
104
97
62
--
71
--
56
--
78
--
55
--
66
13
19
23
24
125
104
95
74
36
205
198
219
176
138
71
116
87
59
20
7
24
65
14
6
30
76
111
21
46
88
92
57
120
Average
86 187
71
23
49
81
Note: Sample Analysis at FTU Laboratory
After October 1971, solids analysis was accomplished by Orange County Pollution Control only.
*Duplicate samples, 30 milliliters
**Duplicate samples, 50 milliliters
-------
TABLE 28
GROUND WATER
DISSOLVED ORGANIC MATERIAL
FEBRUARY 22, T971
Well Number Milligrams per liter*
3 62.9
5 11.9
6 10.1
10 1.48
16 13.5
20 . 7.2
*Spectrophotometric analysis
150
-------
Date
TABLE 29
GROUND WATER
CARBON ANALYSES
MAY 1971 THROUGH MAY 1972
Total
Carbon
Total
Inorganic
Carbon
Total
Organic
Carbon
co2
Carbon
Carbonate
Carbon
WELL 3
5-17-71
7-9-71
8-10-71
9-16-71
10-4-71
12-7-71
12-20-71
1-18-72
2-7-72
4-3-72
4-17-72
WELL 4
6-2-71
7-22-71
8-25-71
9-20-71
10-19-71
12-7-71
12-20-71
2-7-72
4-3-72
WELL 5
5-17-71
7-9-71
8-10-71
9-16-71
10-4-71
11-1-71
1-3-72
3-6-72
5-8-72
WELL 6
5-17-71
7-9-71
8-10-71
9-16-71
52.5
47.5
28.8
28.0
102.7
186.0
200.0
336.0
650.0
1,227.0
40.0
39.0
48.5
49.2
46.9
72.0
50.3
50.3
....
56.0
51.5
37.0
36.3
34.7
35-J
37.5
22.2
43.0
35.0
....
38.5
23.0
11.5
10.0
54.0
90.7
7.5
1.0
80.0
50.0
....
26.0
19.5
31.5
31.5
40.7
43.0
43.8
35.0
43.5
33.0
23.5
25.7
32.3
21.7
34.0
3.0
38.5
24.0
14.0
24.5
17.3
18.0
48.7
95.3
192.0
353.3
570.0
1,177.0
14.0
10.5
17.0
17.7
6.2
29.0
6.5
15.2
12.5
18.5
13.5
10.6
2.4
14.0
3.5
19.2
4.5
11.0
28.0
22.5
9.6
5.0
27.0
90.2
6.7
0.3
79.5
30.0
20.0
10.5
20.5
19.5
31.4
36.0
38.3
31.0
37.5
32.5
6.5
21.7
26.3
20.7
33.3
1.0
32.5
23.5
-.,-
9.5
0.5
1.9
5.0
27.0
0.5
0.8
0.7
0.5
20.0
6.0
9.0
11.0
12.0
9.3
7.0
5.5
4.0
6.0
0.5
16.0
4.0
6.0
1.0
0.7
2.0
6.0
0.5
-------
Date
TABLE 29 (CONTINUED)
GROUND WATER
CARBON ANALYSES
MAY 1971 THROUGH MAY 1972
Total
Carbon
Total
Inorganic
Carbon
Total
Organic
Carbon
C02
Carbon
Carbonate
Carbon
WELL 9
6-2-71
7-22-71
8-25-71
9-20-71
10-19-71
12-7-71
4-17-71
WELL 10
5-17-71
7-9-71
8-10-71
9-16-71
10-4-71
11-1-71
1-3-72
3-6-72
5-8-72
WELL 11
11-1-71
1-3-72
3-6-72
5-8-72
WELL 12
11-1-71
1-3-72
3-6-72
5-8-72
WELL 13
6-2-71
7-22-71
8-25-71
9-20-71
10-19-71
12-7-71
2-21-72 ,
4-17-72
WELL 16
5-17-71
7-9-71
8-10-71
69.0
69.0
81.0
66.0
55.0
40.0
36.0
30.0
16.0
24.7
27.0
28.3
27.8
24.2
17.0
24.3
21.0
20.0
21.3
22.0
18.7
20.3
....
37.0
32.0
40.0
34.0
35.0
44.7
30.0
8.0
47.0
44.0
37.0
30.0
42.0
32.0
40.0
10.0
31.5
21.5
12.5
19.5
31.0
26.0
26.3
3.0
20.3
23.0
21.0
3.0
22.3
13.0
11.6
2.0
.
35.0
21.0
32.0
23.0
34.3
37.5
21.0
0.0
40.5
28.0
32.0
39.0
39.0
34.0
15.0
30.0
4.5
8.5
3.5
5.2
Trace
2.3
1.5
21.2
Trace
1.3
0.0
17.0
Trace
9.0
7.1
18.3
2.0
11.0
8.0
11.0
0.7
7.2
8.0
6.5
16.0
12.5
7.0
22.0
17.0
33.5
2.0
26.5
21.0
10.8
15.5
30.0
24.5
25.0
1.0
18.3
21.5
19.6
1.0
20.3
11.5
10.2
0.0
31.0
16.0
30.0
22.0
33.3
36.4
19.3
36.5
27.0
24.5
23.0
20.0
15.0
6.5
8.0
5.0
0.5
1.7
4.0
1.0
1.5
1.3
2.0
2.0
1.5
1.4
2.0
2.0
1.5
1.4
2.0
4.0
5.0
2.0
1.0
1.3
1.1
1.7
0.0
4.0
1.0
-------
TABLE 29 (CONTINUED)
GROUND WATER
CARBON ANALYSES
MAY 1971 THROUGH MAY 1972
Date
9-16-71
10-4-71
11-1-71
1-18-72
3-20-72
5-22-72
WELL 17
11-1-71
1-18-72
2-21-72
3-20-72
5-22-72
WELL 18
11-1-71
1-18-72
3-20-72
5-22-72
WELL 19
6-2-71
7-22-72
8-25-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 20
5-17-71
7-9-71
8-10-71
9-16-71
10-4-71
11-15-71
1-18-72
3-20-72
5-22-72
WELL 21
11-15-71
1-18-72
3-20-72
5-22-71
Total
Carbon
30.0
33.3
25.0
34.0
22.7
34.0
17.0
18.0
67.3
21.3
23.0
18.3
15.3
15.0
43.0
30.0
35.0
48.0
41.0
60.0
59.0
26.0
7.0
39.0
44.0
27.5
36.5
44.7
31.7
29.3
99.0
36.0
27.3
24.0
26.0
Total
Inorganic
Carbon
23.5
19.2
20.3
24.5
15.7
12.3
11.0
10.0
38.3
15.3
13.3
14.7
8.0
12.0
6.3
27.5
24.5
35.0
29.5
42.0
49.7
24.0
7.0
38.5
34.0
13.0
26.5
33.7
19.5
4.3
21.0
30.0
18.9
17.3
12.0
Total
Organic
Carbon
6.5
14.1
4.7
9.5
7.0
21.7
6.0
8.0
29.0
6.0
9.7
3.6
7.3
3.0
33.7
....
2.5
11.5
13.0
10.5
18.0
9.3
2.0
0.0
0.5
10.0
14.5
8.8
11.0
12.2
25.G
78.0
6.0
8.4
6.7
14.0
co2
Carbon
19.5
14.4
18.8
23.2
14.7
11.3
10.0
8.2
30.7
14.3
12.3
13.7
6.2
12.0
5.3
26.5
22.8
32.0
29.0
41.0
48.4
23.0
32.5
31.0
12.0
19.0
28.7
17.5
0.3
18.0
25.0
16.6
16.3
13.5
Carbonate
Carbon
4.0
4.8
1.5
1.3
3.0
1.0
1.0
1.8
7.6
1.0
1.0
1.0
1.8
1.0
1.0
....
1.0
1.7
3.0
0.5
1.0
1.3
1.0
....
6.0
3.0
1.0
7.5
5.0
2.0
4.0
3.0
5.0
2.3
1.0
1.5
-------
Date
TABLE 29 (CONTINUED)
GROUND WATER
CARBON ANALYSES
MAY 1971 THROUGH MAY 1972
Total Total
Total Inorganic Organic
Carbon Carbon Carbon
C02
Carbon
Carbonate
Carbon
WELL 22
11-15-71
1-18-72
3-20-72
5-22-72
WELL 23
6-2-71
7-22-71
8-25-71
9-20-71
10-19-71
12-7-71
2-21-72
4-17-72
WELL 24
6-2-71
7-22-71
8-25-71
9-20-71
10-19-71
11-15-71
12-20-71
2-7-72
4-3-72
WELL 25
11-15-71
12-20-71
2-7-72
4-3-72
WELL 26
11-15-71
12-20-71
2-7-72
4-3-72
WELL 27
11-1-71
1-3-72
3-6-72
5-8-72
41.3
31.0
17.0
20.7
29.5
32.0
41.0
31.0
44.7
50.8
21.0
....
46.0
35.0
39.0
36.7
31.7
51.0
55.3
30.7
38.3
36.3
42.7
40.0
42.0
40.3
26.0
12.5
46.3
37.3
35.0
34.8
32.0
17.9
7.3
16.0
29.0
25.0
33.5
27.0
38.3
46.7
18.3
44.0
25.0
31.5
27.0
28.0
45.0
55.3
22.3
34.3
28.0
35.8
31.8
35.0
28.7
27.3
10.0
36.4
26.0
24.8
3.0
9.3
13.1
9.7
3.3
....
0.5
7.0
7.5
4.0
6.4
4. 1
1. 7
2.0
10.0
7.5
9.7
3.7
6.0
0.0
8.4
4.0
8.3
6.9
8.2
7.0
11.6
0.0
2.5
9.9
11.3
10.2
31.8
27.0
16.3
6.3
14.0
25.0
20.3
30.5
25.0
37.3
44.7
IG.I
40.0
19.0
27.5
23.0
22.3
41.0
51.8
20.5
29.3
23.5
34.2
28.8
30.0
27.9
26.5
9.5
11.4
24.5
23.1
1.0
5.0
1.6
1.0
2.0
4.0
4.7
3.0
2.0
1.0
2.0
2.2
....
4.0
6.0
4.0
4.0
5.7
4.0
3.5
1.8
5.0
4.5
1.6
3.0
5.0
0.8
0.8
0.5
25.0
1.5
1.7
2.0
-------
Date
TABLE 29 (CONTINUED)
GROUND WATER
CARBON ANALYSES
MAY 1971 THROUGH MAY 1972
Total Total
Total Inorganic Organic C02
Carbon Carbon Carbon Carbon
Carbonate
Carbon
WELL 28
11-1-71
1-3-72
3-6-72
5-8-72
26.7
30.0
23.5
25.7
13.3
12.0
10.8
2.5
13.4
18.0
12.7
23.2
12.3
7.0
9.8
0.5
1.0
5.0
1.0
2.0
Note: Average milligrams carbon/liter for triplicate samples.
-------
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