530/SW
57d,l
PB-236 462
EFFECTIVE USE OF HIGH WATER TABLE
AREAS FOR SANITARY LANDFILL.
VOLUME I
R. A. Beluche, et al
VTN , Incorporated
EJBD
ARCHIVE
EPA
530-
SW-
57d.l
v.l
Prepared for:
Environmental Protection Agency
1973
20
DISTRIBUTED BY:
National Technical Information Service
U. S. DEPARTMENT OF COMMERCE
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Htt I
V.i'i
cm/
Effective Use of High Water Table Areas for Sanitary Landfill
}'. Rcpoit '.'.it:
1973
6.
, G. I, Bergstrom, N. W. Hall, W. Udell on
Perlornvrn,
No.
I'vrlnrpriit. Or^.iiii/Jiuni Virtu, jnd
VTN, Inc. for
Board of County Commissioners
Orange County, Florida
10. Project'" I ask/Mori
11. Contract 'Grant No.
S-R02283
2.
IVj: im/.ition \anio .ind Address
U.S. Environmental Protection Agency
Office of Solid Waste Management Programs
Washington, D. C. 20460
13. Type of Kcppn &. Period
Covered Final
7/7/70 - 9/30/73
14.
5. sup
Notes
6. Abstract-;
The objective of this project was to demonstrate that a landfill in a high water table
area could be satisfactorily engineered and operated to produce a minimal impact on
the surrounding environment. Initial input was centered on design and site engineer-
ing. Subsequent evaluation included detailed accumulation and analysis of physical,
chemical and biological data on surface and groundwater parameters both on and off
site. The site development included.two types of disposal areas to evaluate engi-
neering, operation, cost and environmental assessment. Demonstration cells were in an
area that had been dewatered. Control cells were in an undrained area and penetrated
the shallow aquifer with some waste deposited below the water table. A geologic and
hydrologic evaluation of the site was also performed in order to determine the inter-
connection of the shallow aquifer with the Floridian aquifer. The report contains
data accumulated over a two year period after initial refuse was deposited. Additional
monitoring is planned and scheduled to data input for a period of three more years.
17. Kcv Vlo-J- .ind DOCUI"L-.I An.iKs-s. 17o Hcscriptors
Refuse Disposal, Lagoon, Observation wells
PRICES SUSIZCT 1C G1TGE
17b. Mniiil ii i- Opt n-1 lull J "K rms
High water table, Hydrogeology, Leachate, Gas, Ground and surface water monitoring,
Dewatered cell, Sanitary Landfill, Pollution
17c. I Os\ I I 1 u KlA.r..ill-
Reproduced by
NATIONAL TECHNICAL
INFORMATION SERVICE
U S Department of Commerce
Springfield VA 22151
18. Ai .iil.tliini\ St.iiinum
Release to Public
19. >,., un:\ < 1 .1-8-. ( I his
Ri-p.-n)
'
_ _
20. Si. iiruy » l.iss ( 1 In-
P.u.
_ I'M I X.s'sll II II
21. NIL nl I'.i.i i
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EFFECTIVE USE OF HIGH WATER TABLE
AREAS FOR SANITARY LANDFILL
Final Report
Volume I
This final report (SW-S7d.l) on work performed under
solid waste management demonstration grant no. S-802283
was prepared by
VTN INC.
for the
Board of County Commissioners
Orange County, Florida
and is reproduced as received from the grantee.
U.S. ENVIRONMENTAL PROTECTION AGENCY
1973
I
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This report has been reviewed by the U.S. Environmental Protection Agency.
Its publication does not signify that the contents necessarily reflect the
views and policies of the U.S. Environmental Protection Agency, nor does
mention of commercial products constitute endorsement or recommendation
for use by the U.S. Government.
An environmental protection publication (SW-57d.l) in the solid waste
management series.
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ACKNOWLEDGEMENT
This is a Final Report of a three-year demonstration project, authorized by the Board
of County Commissioners, Orange County, Florida, and funded in part by Grant No. S-802283,
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 is under the
responsibility and authority of Mr. C. L. Goode, Public Works Administrator, and under the
supervision 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. Mr. Gary I. Bergstrom,
Biologist with the Orange County Pollution Control Department, under the supervision of
Mr. C. W. Sheffield, County Pollution Control Officer, had the responsibility for sampling and
testing surface and ground waters.
Faculty and students at Florida Technological University, working under the direction
of Dr. Waldron Me Lei I on, Civil Engineering and Environmental Sciences Department, monitored
organic and bacteriological parameter changes resulting from sanitary landfill construction in a
high water table area. Dr. David Vickers and Dr. Julius Charba of the Biological Sciences
Department contributed significantly to the environmental assessment program. 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 bite. These studies 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.
Ramon A. Beluche, Ph.D.
Vice President, VTN INC., and
Demonstration Project Director
HI
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CONTENTS
Page
ACKNOWLEDGEMENT
SUMMARY
DISCUSSION AND CONCLUSIONS 5
INTRODUCTION g
SITE SELECTION 13
Preliminary Considerations 13
Site Considerations lfi
Geographical Location ^
Climatology ,,-
Geology 22
Hydrology 22
THE SANITARY LANDFILL 25
Site Development ~«
Access Road 25
Circulation Roads 2s
Outfall Canal 25
Drainage Channels 31
Ponds 3-
Facilities _4
Landfill Operations 34
Personnel _g
Equipment 38
Design and Construction Procedure 49
The Control Cell 40
The Demonstration Cell AQ
Operational Experiences 48
Users Comments 59
Operaior Comments 52
Equipment Evaluation 53
ENVIRONMENTAL ASSESSMENT 55
Literature Review -.
Environmenul Effects of Landfill 55
Sampling and Analysis 57
Distribution of Leachate 57
Preceding page blank
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CONTENTS (CONTINUED)
Page
Water Quality Monitoring Program 57
Surface Water Studies 58
Sampling Locations 5
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FIGURES
Page
1 Vicinity Map of Orange County, Florida 14
2 Population and Solid Waste Generation Projection,
Orange County, Florida 15
3 Solid Waste Disposal System, Orange County, Florida,
as of Mid 1970 17
4 Proposed Solid Waste Disposal Systems, Orange
County, Florida lg
5 Vicinity Map of the Orange County Sanitary Landfill 19
6 Cypress Stand in Swampy Area of Landfill Site Prior
to Drainage Improvements 20
7 Topographic Map of Landfill Site, Orange County, Florida 21
8 Ground Water Map of Landfill Site, Orange County, Florida 24
9 Entrance Landscaping and Sign, Orange County Sanitary Landfill 26
10 Entrance to the Orange County Sanitary Landfill 27
11 Proposed Future Use Master Plan, Orange County Landfill Site 28
12 Outfall Canal 2g
13 Main Channel of the Little Econolockhatchee River 30
14 Master Drainage Plan, Orange County Landfill Site 32
15 Drainage Pond A, Orange County Sanitary Landfill 33
16 Orange County Sanitary Landfill Operation Control,
Maintenance and Service Facilities 35
17 Landfill Office and Equipment Maintenance Building 36
VII
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FIGURES (CONTINUED)
Page
18 Scale House, Orange County Sanitary Landfill 37
i9 Organization Chart for Solid Waste Disposal System,
Orange County, Florida 39
20 Landfill Site Operations Plan through June 30, 1973,
Orange County Sanitary Landfill 41
2! PUn View of Control Cells 42
22 Construction Sequence and Cross Sections of Control Cells -13
23 Plan View of Original Public Access Demonstration Cells 44
24 Construction Sequence and Cross Sections of Original
Public Access Demonstration Cells 45
25 Construction Sequence and Cross Sections of Original
Public Access Demonstration Cells 46
26 Plan View and Cross Sections of Transfer Trailer
Demonstration Cells 47
27 View of Typical Refuse Being Accepted at the Orange
County Sanitary Landfill 49
28 Location of Surface Water Sampling Points, Orange
County Demonstration Project 60
29 24-Hour Composite Sampler for Surface Water Sampling 63
30 Multiple-Plate Macroinvertebrate Sampler 64
31 Periphyton Sampler for Surface Water Analysis 66
32 Location of Ground Water Sampling Wells 77
33 Profile of Shallow Sampling Well 79
34 Shallow Well Cluster for Ground Water Sampling 80
VIII
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FIGURES (CONTINUED)
Page
35 Vacuum Chamber for Shallow Well Sampling 82
36 Changes in Chloride Concentrations for Selected Ground Waters 86
37 Changes in Chemical Oxygen Demand for Selected Wells 89
38 Soil Boring Locations 97
39 Cross Section of Soil Borings 98
40 Deep Well Boring Data 100
IX
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TABLES - VOLUME I
Page
1 Cell Construction Schedule 51
2 Summary of Surface Water Sampling Stations 61
3 Summary of Initial Capital Expenditures 106
4 Solid Waste Distribution 108
5 Equipment Operating Costs 110
6 Cell Construction Costs 112
7 Cell Filling Costs 113
8 Cost Comparison-Demonstration vs. Control Cells 114
9 Total Operating Costs 115
10 Incinerator Construction and Operation Costs 117
Preceding page blank
XI
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TABLES - VOLUME II
Page
1 Surface Water: Physical and Chemical Data 1
2 Surface Water: Additional Physical and Chemical Data 9
3 Surface Water: Sulfide Data 14
4 Surface Water: Laboratory pH Determinations 15
5 Surface Water: Metal Data 16
6 Surface Water: Carbon Analyses 21
7 Surface Water: Methylene Blue Active Substances 23
8 Phytoplankton Standing Crop 24
9 Algae Found in Plankton Samples 29
10 Periphyton Standing Crop 31
11 Algae Found in Periphyton Samples 35
12 Macroinvertebrate Summary from Qualitative Sampling 37
13 Macroinvertebrates Collected in Qualitative Samples 39
14 Macroinvertebrate Summary from Multiple-Plate Samplers 42
15 Macroinvertebrates Collected of Multiple-Plate Samplers 46
16 Surface Water: Microbiological Analyses 49
17 Ground Water: Physical and Chemical Data 52
18 Ground Water- Additional Physical and Chemical Data 67
19 Ground Water: pH, Sulfide, and Methylene Blue Active 72
Substances Data
20 Ground Walcr: Metal Data 78
21 Ground Water: Carbon Analyses 89
22 Ground Water: Microbiological Analyses 99
XIII
Preceding page blank
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TABLES - VOLUME II (CONTINUED)
Page
23 Survival of Selected Microorganisms in Non-Adjusted Leachate- 115
Containing Ground Water
24 Survival of Selected Microorganisms in Leachate-Containing 116
Ground Water Adjusted to pH 6.8-7.0
25 Daily Rainfall and Temperature 117
26 Precipitation Summary 127
27 Ground Water Level 128
NOTE: For Tables 17 through 22 the shallow well numbers are listed in numerical
order except when well clusters do not have consecutive numbers. When this
situation occurs, the well clusters are grouped together for greater ease in comparing
sampling strata.
XIV
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SUMMARY
Recognizing the need for the proper management of solid waste, the Board of County
Commissioners for Orange County, Florida, is presently implementing a long-range program for
solid waste disposal in Orange County.
Sanitary landfilling has been and will continue to be for the next 15 years the method
of solid waste disposal. An early problem facing implementation of 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 three years of 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 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 model sanitary landfill environmental assessment reported herein is based on an
investigation of the soils, geology, and hydrology of the site and 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. A literature search was a continuing part of the Demonstration Project. The
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search helped to shape the work on environmental impact assessment and added to the engineering
and planning criteria. The assessment was accomplished through a joint effort of biologists,
chemists, and engineers at the Orange County Pollution Control Department, Florida Technological
University and VTN INC.
During the project period, a well field of 38 shallow wells ranging from 10 to 30 feet
in depth and four deep wells was installed and utilized to monitor physical, chemical and biological
parameters. The initial six wells were sampled extensively during the first year to provide baseline
cl.ita on ground water quality. Shallow wells were installed to detect any horizontal.movement
of contaminants. Well clusters containing two or three shallow wells of varying depths were
constructed to examine vertical migration. The deep wells were built into the Floridan aquifer
to detect any extensixe vertical and horizontal migration of leachate.
Eleven surface water sampling stations were established along the reaches of the receiving
stieam and the canal system leading from the demonstration site. Seven sampling stations were
located in the Little Econlockhatchee River, and the remaining four stations were in the landfill
drainage system. Each station was monitored utilizing physical, chemical and biological parameters.
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), Samonella enrichment, and
Staphyloioccus selection procedures were employed as attemps to detect introduction of pathogens
into waters of the landfill area. Counts of both sulfur-oxidizing and sulfur-reducing bacteria and
fungi were used as indicators of changes in native microbial populations due to leachate intrusion
or effects of heavy rainfall.
In addition to the initial soils studies at the landfill site, periodic soils investigations
were made during the project period. A weather station was established on the site for the
determination of precipitation and temperature.
Landfill heavy operating equipment were evaluated as to their effectiveness, capabilities
and problems encountered under both wet and dry cell construction and filling operations. Actual
opeiating and maintenance costs for the equipment recorded over a one-year period were included
in formulating an economic assessment of the "Demonstration Project." Additionally, landfill
development capital improvement costs and all other operation and maintenance costs were used
in the economic assessment. In order to provide an economic comparison base for the landfill
operation, costs were developed for an incineration facility with equivalent solid waste disposal
capacity.
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 ISO to 580 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,
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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 June 30, 1973, with
scales in use, solid waste received into the landfill site totalled 265,047 tons. Thus, since start
of operations through June 30, 1973, total tonnage received was 280,047.
During the life of the project, numerous persons visited the site. These ranged from
high school and university students to environmental groups, Environmental Protection Agency
officials, officials from many city and county governments, enforcement agencies, solid waste
managers and interested citizens to mention a few.
On March 26 and 27, 1973, Orange County, Florida, in cooperation with the U.S.
Environmental Protection Agency presented a seminar on Sanitary Landfilling in High Water Table
Areas. The purpose of the seminar was to disseminate information on the Orange County, Florida
demonstration and other projects concerned with solid waste disposal in high water table areas.
Approximately 225 persons from many states attended the seminar.
Additionally, numerous technical papers on the project have been presented and others
are being prepared for publication. A film on the project has also been made.
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DISCUSSION AND CONCLUSIONS
During the project period or three years, the basic construction and operation plan
formulated in the demonstration grant application was followed. Modifications to the plan were
only made following a thorough evaluation of the findings and data available. Said changes
consisted primarily of changes in cell design and construction, and in the frequency and scope
of the environmental monitoring program.
It was originally anticipated that separate cells would need to be provided for the disposal
of waste brought to the site by individual users and by franchised, municipal and county operators.
This was thought to be needed to allow for the rapid mechanical unloading of vehicles running
on a fixed time schedule and for the safety of individual users. To that effect, "demonstration
cells" for the public were initially designed as shallow trenches without vehicular access to the
bottom of the trench, and later as a progressive trench. Neither of these design concepts were
satisfactory. In the first method there were operational problems associated with1 quantities of
waste being deposited outside the trenches, and in the second, there was excessive runoff water
accumulation in the low point of the trench at the working face. Mixing of all users in a single
"demonstration cell" proved satisfactory. Thus the practice of constructing separate cells for public
use was abandoned.
The original design called for transfer trailer "demonstration cells" to be built in two
four-foot lifts. This design concept proved impractical due to the large size of some waste coming
to the site. Demonstration cells were subsequently built with a single eight-foot lift.
Concerning "control cell" design, it was learned early in the project that filling to only
the natural ground levels produced large quantities of excavated earth that needed to be moved
from the "control cell" area. Due to the use of a dragline for excavation and the unavailability
of dump trucks, the accumulated earth was stockpiled in a manner not suitable for easy removal.
The design of "control cells" was modified to include two lifts. The first lift was built to within
one foot of the original ground surface and the second was built four feet above the ground.
This design proved satisfactory.
Even though major difficulties were not encountered in filling either demonstration or
control cells, operational experience during the study period suggests the demonstration concept
provides for a better overall filling operation in terms of access to the working face, litter control,
maintenance of soil cover, damage to vehicles, overall appearance of the filling operation, and
economics. The "control cell" concept, however, provides for maximum utilization of land areas
since the trenches are excavated to a greater depth than in the "demonstration cell" concept.
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. Experiments with temporary pumping indicate that this is the best solution to cell
flooding brought about by heavy rains.
Preceding page blank
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Data collected during the first year of the project provided baseline information on
the quality of the ground and surface waters associated with the project. The environmental
assessment of the landfill was made in reference to the baseline information. In this regard, it
is concluded that the drainage improvements minimized the releasing of leachates, but did not
prevent changes in the water quality of the upper ground waters. Changes in ground water were
found in samples from one well below a demonstration cell, one well below a control cell and
four wells immediately adjacent to control cells. This contamination was expressed within a profile
5 to 20 feet below ground surface. Chemical and biological data do not indicate any extensive
verticle movement beyond a 20-foot depth. Studies also indicate that horizontal movement of
waterborne contaminants from the "control cell" area to the monitoring well was at a rate of
approximately 3 feet per month. In the "demonstration cell" area migration to the drainage canals
and oxidation pond was not observed.
Because of this experience and the findings of the soil and geology study of the site,
burying the waste to insure dry conditions might be reconsidered at this site. If, because of
geologic and hydrologic conditions, migration of leachate can be confined within the property
boundaries of a site, a case might be made for permitting landfilling under wet conditions. The
landfill would then operate in a manner similar to a digester. Drainage would only be needed
to sufficiently insure filling operations in wet weather.
From the environmental assessment at the Orange County, Florida demonstration
landfill, it appears that either a dry or a wet condition might be environmentally satisfactory
under geologic and hydrologic conditions which promote leachate containment. The wet case
should not be arbitrarily discounted.
The fact that distribution of leachate is occurring very slowly is advantageous to the
landfill. It will have two effects. First, there will be a longer time for decomposition of organics,
hence the amount of organics passing from the landfill should be reduced. Secondly, the
concentration in the outfall water should be correspondingly less. Both of these are protective
to the environment.
Site selection, planning, and engineering a landfill should consider all possible alternatives,
with development to insure the minimum environmental impact. In this regard, plans were discussed
to recycle oxidation pond waters if release of pollutants occurred and the pond was not effective
in reducing contaminant concentrations.
Pollutants were not detected in the oxidation pond during the period for which data
arc reported and recycle was not required. Even though it is anticipated that the oxidation pond
will be effective in treating water contaminated by a very slow release of pollutants, the
effectiveness of such pond was not tested during this period.
A sudden and l.irge release to surface waters of contaminated ground waters would
have jn adverse environmental impact on (he receiving waters. The oxidation pond would not
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be able to adjust rapidly to such shock loading. It is therefore recommended that drainage channels
excavated between cells for the initial purpose of lowering the water table be maintained for
the purpose of storm water runoff. Excavation of channels near solid waste filled areas could
cause direct discharge of contaminated ground waters to surface waters and shock loading of
the treatment facilities.
Concerning the water quality monitoring program, it is recommended that ground water
sampling wells be installed at landfill sites. The depth, location and numbers of wells should
be established based on the recommendations of a ground water hydrologist. The purpose of
the sampling wells is to verify the effectiveness of the soil in containing and treating leachates,
and in providing an early indication of potential pollution problems. The well field should albo
be established based on an understanding of the presence of other pollution sources, water resources
and water use in the area. Wells might need to be installed outside the landfill property boundaries.
For the research purposes of this demonstration program, the well system functioned
satisfactorily. However, it is recognized that the extensive program followed in this project would
be impractical and unwarranted at other landfills. The basic well design used in the project is
recommended, but the well point length should be determined based on the objectives of the
sampling program-general monitoring vs. special studies. The 10-foot well point used in some
of the wells does not provide for specific determination of the depth of leachate migration.
The sampling frequency should be a function of the rate of ground water movement
as determined in the ground water hydrology studies. Initially, wells should be sampled frequently
until representative baseline data are obtained. Following initiation of landfilling operations, the
wells near the filling activities should be sampled at least four times a year, and wells distant
from the landfill could be sampled two times a year until changes in water quality are detected.
At such time, the frequency of sampling should be increased.
The following parameters should be part of the analytical program: chlorides, Kjeldahl
and nitrate nitrogen, pH, RpH (reserve), conductivity, chemical oxygen demand and total hardness.
Additional analyses that would be of value but that would not be necessary for a minimum
program are: iron, aluminum, potassium, sodium and total carbon.
If an outlet for ground water to enter the surface water exists, a monitoring program
containing both biotic and abiotic parameters should be considered. Biotic parameters are of value
in showing contamination that might go undetected in a grab sample taken for physical and
chemical water quality analysis. Surface waters are subject to considerable seasonal variations
necessitating a good understanding of the biological system involved. In the beginning, sampling
frequency should be directed toward obtaining that understanding. Parameters monitored should
include those recommended for ground waters in addition to dissolved oxygen, biochemical oxygen
demand, nitrate and phosphate. Biological parameters utilized in the monitoring program should
include the plankton and macroinvertebrate communities.
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The total Model Landfill expenditure during FY 1971-1972 (October 1 1971 through
September 30, 1972) to process 138,461 tons of refuse showed a cost/ton ratio of $3.33 for
the period. On the basis of FY 1972-1973 budgeting and expected tonnages, this cost is expected
to decrease to $2.31 per ton. This decrease can be attributed to stability of operating techniques
improvement 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 $1.79 per ton. Continued procedural refinements
and techmques of operation should eventually stabilize total costs in the vicinity of $1 50/ton
The cost of constructing "demonstration cells" was less than the cost of constructing "control
cells . Thus, there was an economical advantage to filling in dewatered areas.
In summary, it is concluded that a landfill can be constructed in a high ground water
table area provided that it is located, planned and engineered properly. Adverse environmental
impacts can be prevented and minimized. The added cost of site improvements and dry bottom
cell construction is acceptable in relation to costs of alternate methods of disposal such as
incineration and landfilling in non-dewatered areas.
It is recommended that in a high water table area, site selection, planning and design
be done only after a complete understanding of ground water movement in the area has been
reached. A landfill in a high ground water area can only be built successfully if the generated
leachate can be contained within the property and controlled so as not to pollute usable ground
and/or surface waters. Under these conditions of trench type filling it is difficult and expensive
to construct a leachate collection system. Therefore, leachate containment is a function of the
geology and ground water hydrology. Under optimum geology and ground water hydrology
conditions, it is possible to fill directly into the ground water with a minimum of adverse
environmental impact. A decision to proceed along this concept should carefully be evaluated
in relationship to water pollution, aesthetics, public relations, mosquito control, vector control
and safety. '
It is recommended that a water quality monitoring program be a continuing program
extending beyond the filling operation period. As such, the well field at the demonstration site
in Orange County, Florida should be preserved for further investigations throughout the life of
the landfill operation and thereafter. Since leachate migration is very slow, studies extending the
current work should be continued to fully evaluate the leachate migration pattern, and effectiveness
of the oxidation pond for treating leachate-contaminated waters.
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INTRODUCTION
Community solid waste disposal problems over the years of civilization have been
considered as neither acute nor dramatic, but simply as minor irritations of urban living. More
recently, and in icsponse to a highly increased standard of living and a commensurate increase
in solid waste generation, 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. Varying
deposition practices abound, including 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.
Additionally, many provisions of Chapter 403, Florida Statutes for Environmental Control, relating
to pollution of surface and ground waters, are being interpreted to include the regulation of
land disposal of solid waste. These environmental controls have particular application in Central
Florida, because of the potential pollution of ground waters due to improper land disposal of
solid waste.
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. 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
*After Federal reorganization, the funding agency is now the Office of Solid Waste Management
Programs, U. S. Environmental Protection Agency.
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"Effective Use of High Water Table Areas for Sanitary Landfill". The grant was approved and
designated as Project S-802283 (formerly G06-EC-00309). This is the final report on that
Demonstration Project.
Recommendations covering site selection for sanitary landfill operations suggest all filling
he done where the filling operation will he above the water table. However, 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. 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 water resources 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 passage 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 were
... 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.
10
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As secondary objectives, the Demonstration Project
. . . investigated the physical, chemical, and bacteriological characteristics of the
aqueous environment in the refuse cells
. . . assisted 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. For the purpose of this project, the term "cell" refers to a trench
consisting of daily covered solid waste depositions commonly referred to as daily cells.
The conduct of the three-year Demonstration Project involved a year of initial
preparation and two years of actual operation. All refuse disposed of during the period covering
the Demonstration Project was 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 Floi ida 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.
11
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SITE SELECTION
The proposed DcmonslMiion Pioject ivquiicd a particular area. Accordingly, a number
of factors had to he considered during the scleuion 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 equated, hollowing 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 population count for Orange County
was 344,311, of which approximately one-third resided in the City of Orlando. Major on-going
and planned developments within the county, such as Walt Disney World, are having a major
impact upon the overall development of the area. Consequently, it is anticipated the present
population will double in number during the next 15 to 20 year period. Solid waste tonnages
generated are anticipated to increase accordingly to an estimated 458,440 tons per year by 1990
(see Figure 2).
There was evidence of serious concern by Orange County officials regarding the proper
management of solid waste. 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 ol ihe completed studies suggested the closing of
existing dumps, the .ih.mdonmcnl of sm.ill l.mdfill operations, .md llie consolidation of opcr.ilions
in an engineered system, including .1 m.ijoi l.mcllill .md .1 nelwoik ol liiinsler sl.ilions It w.is
further lecommended lh,il the sue selecled lor the cenli.il 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 foi expansion.
Even though Oiange County docs not ptovidc waste collection services, the overall cost
to the lesidents of the .11 ea lot the handling of solid waste was a primary concern. Thus, a
system of tiansfei st.iiions sufficient to serve a widely scattered populace was recommended.
Preceding page blank
13
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j-AKE_COUJiT Y
o
u
III I
POLKJ
CO. |
r'
N
J.
rJ WINTER "iL
<_ _ PARK 1,
I
^i-T'
/
f"" ORLANDO
SEMINOLE COUNTY
0 8343 MILES
SCALE
j
L?
V
BREVARD
I rj
LJ
(COUNTY
OSCEOLA COUNTY
FIGURE I. Vicinity Map of Orange County, Florida
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POPUL.T,O»
(in thousands ) (jn thousand*)
800
700
600
500 4-
x^
400
300
200
100
500
. . 400
\ 300
+ 200
o- -o POPULATION
o o WASTE VOLUME * '°°
-I 1
1970 1975 I960 1985 1990
FIGURE 2. Population 8 Solid Waste Generation Projection,
Orange County, Florida.
SOURCE - U.S. Bureau of the Census,
1970 Census.
Population Forecasts. East Central Florida
Regional Planning Council.
15
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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 then existing solid waste disposal system servicing Orange County included four
dumps, one landfill, one transfer station and two incinerators (Figure 3). Some of these facilities
were 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.
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 were 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.
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
Demonstration Project 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
to utilize Herndon Airport weather data as applicable to the project area, especially rainfall data.
16
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LEGEND
X TRANSFER ST.T.ON '^'
INCINERATOR (City of Orlando)
LANDFILL
A DUMP
0 I 2345 MILES
feSi
SCALE
FIGURE 3. Solid Waste Disposal System, Orange County, Florida as of Mid 1970.
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LEGEND
X TRANSFER STATION
INCINERATOR (City of Orlando)
LANDFILL
01234! MILES
£5fe
SCALE
City of Orlando
(to be abandoned]
- City of Winter Park
City of Orlando
(inoperative)
ORANGE COUNTY
DEMONSTRATION LANDFILL
FIGURE 4. Proposed Solid Waste Disposal System, Orange County, Florida.
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LITTLE
ECONLOCKHATCHEE
RIVER
N
2 MILES
FIGURE 5. Vicinity Map of the Orange County Sanitary Landfill.
-------
-»* -
^-,
FIGURE 6 Cypress Stand in Swampy Area of Landfill Site
Prior to Drainage Improvements.
20
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0 600 Ft.
L ."P;:-' | AREAS SUBJECT TO STANDING WATER
FIGURE 7 Topographic Map of Landfill Site, Orange County, Florida.
21
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Therefore, in view of the potential importance of ihe relationship between climatological conditions
and the various parameters being monitored al llie demonstration site, a weather station was
installed. The installed facilities include a Belfoid lipping bucket rain gauge with recorder and
counter and a Temp-scribe temperature recorder.
Geol°gy- 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 well 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
hmerock, 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 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
was 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 pioject 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 ihe governing factor in wound water movement. And for the most
p.irt, three surface soils aie found throughout the entiic sue. These consist of: (1) a light brown
fine sand, averaging 1-4 to 30 inches thick, oveilying (2) a brown fine sand locally known as
"hardpan", approximately 2 to 6 feet thick, and (3) d layer immediately below the "hardpan",
.ipproximalely 24 feet thick, d light brown fine sdnd with slightly more silt in its composition
-------
than found in the surface deposits. The movement of the ground water is restricted by the
occurrences of the "hardpan". For while the lateral permeabiliiv of the surface soils is estimated
to be between 700 and 800 feet per month, uu- lateral permeability of the "hardpan" is restricted
(40-100 feel per month).2 Accordingly, it can he 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, thereby artificially increasing the gradient.
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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floor*-
I AREAS SUBJECT TO STANDING WATER
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 franchised
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. 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 9)
and the erection of fences and gates (Figure 10).
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 11, Proposed Use Master Plan), and to provide access to the disposal areas during
landfill operations. There will be no landfill ing 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 about 1.5 miles
of extensions 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 (Figure 12) - 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 a twenty-five year design storm for the
entire 1,500 acre landfill site. This corresponds to an accumulative, four-day rainfall of
approximately ten inches. The overall design dimensions for the canal provided a 9-foot depth,
a 30-foot bottom width, and side slopes of 2 to 1.
While constiaction of the outfall canal was under way, it became apparent that
excavation in two phases was desirable in order to provide some drainage and to permit an initial
25
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CO
» s
II
^ Q.
1
OUNTY ^COMMISSION
MODEL
DEMONSTRATION LANDF
ENVIRONMENTAL PROTECTION
OFFICE OF SOLID WASTE MANAGEME
PROJECT S 802283
CONSULTING SERVICES
VTN INC.-FLORIDA TECHNOLOGICAL UNIV
ANGE COUNTY POLLUTION CONTROL OEPAR
UNDER DIRECTION OP
SUPERINTENDENT OF SOLID WASTE DISPOSA
FIGURE 9. Entrance Landscaping and Sign, Orange County Sanitary Landfill.
-------
ro
§^5 n
3 *""
« 5,3
'-«»£»
FIGURE 10. Entrance to the Orange County Sanitary Landfill.
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(7) MAINTENANCE COMPLEX
GOLF COURSE
3) PARK
><
4 ) CAMPING
5) RECREATION AREA
FIGURE II. Proposed Future Use Master Plan, Orange County Landfill Site
28
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J^r^- -
f
FIGURE 12. Outfall Canal
-------
W (
R!
OM
*
§B3£
FIGURE 13 Main Channel of the Little Econlockhatchee River.
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minimum lowering of the ground water table. Accordingly, only one-half of the canal was cut
initially in its entire length. Later, the canal was excavated to its full design width. 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 under way.
The landfill site has been subjected to several occurrences of high intensity rainfall
following the completion 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 (Figure 14). 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. 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. 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 utilized 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 the control conditions necessary to the Demonstration
Project. Accordingly, the construction of Pond "B" was halted following the excavation of the
perimeter channel.
31
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0 , 600".
PROPOSED SITE FOR LAKE
WIDE CYPRESS SWAMP BOUNDARY
FIGURE 14. Master Drainage Plan, Orange County Landfill Site.
32
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OJ
OJ
fl r s
'
f
FIGURE 15. Drainage Pond A, Orange County Sanitary Landfill. . -^ ^
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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,
chloiin.uor, a 1,000-gallon water tank, and pump to serve a 6-inch potable water well; (5) a
iv.ishi.nk, including j prefabricated metal storage building, equipped with a high pressure pump
-. i;..I!-.-, wHshing, (6) a fuel tank storage area with pump island; and, (7) septic tanks for receiving
v M'.uy waslc 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.,
Mi>,iddy through Friday, and 7:00 a.m. to 12:00 noon on Saturdays. The landfill is now open
:is-in 8.00 a.m. to 5:00 p.m. Monday through Sunday, for a total open period of 63 hours
L-ach week when wastes are accepted at the demonstration site. The County restricts the individual
personnel work week to 40 hours; however, some equipment is on 80 hours/week operation.
Vaiious peisonnel shifts are needed for operation of the landfill.
When first opened, the landfill operation was accepting approximately 30 loads of refuse
e.nh day, or about 600 cubic yards. The estimated density of these loads was approximated
.it 500 pounds per cubic yard. Prior to March 1973, the landfill had accepted an average of
! 1,700 tons per month. Since that date and the coincident closing of the Porter Landfill and
.iuiv,ition of a transfer station at that site, average monthly waste deliveries to the demonstration
she have been on the average of 8,500 loads or about 17,500 tons. The total tonnage of solid
«a>to delivered to the demonstration site during the project period was 280,047 tons.
Daily traffic volumes into the site have averaged between 250 and 275 vehicles in the
following approximate proportions:
Monday through Saturday Morning - 50% commercial, 50% private
Saturday Afternoon - 20% commercial, 80% private
Sunday, All Day - 2% commercial, 98% private
Of the approximate equal number of commercial and private vehicles during weekdays,
lonnagcs delivered are approximately 95% by commercial haulers and 5% by private vehicles.'
Weekend cleliveiics by private vehicles are predominately bulky trash of low weight. There have
been no ronsistcnlly pronounced peak delivery days.
34
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U)
Ln
POND "A
I I
PERIPHERY OF DRAINAGE CANAL1
WEATHER
MONITOR INO
STATION
FIGURE 16. Oronqe County Sanitary Landfill Operation Control, Maintenance and Service
Facilities.
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cr
3 -
5-0*9
5 "
j
^^
tm* "
^Q K--
IS*
O r» 5
FIGURE 17. Landfill Office and Equipment Maintenance Building.
-------
UJ
f-if?
-
-'."
- -
,vj^ . .-
;;_,
FIGURE 18. Scale House, Orange County Sanitary Landfill. ^
flBffCB&M-'i--
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Saniiaiy landfill operating experience gained in the three years of operation 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"
fo> absentees has. created assurance that operations can be controlled at all times.
Personnel. Personnel administration has been the responsibility of the Superintendent
ol Oiangc County's Solid Waste Disposal System, with various key members and staff assigned
on j limited basis to the overall administration of the Demonstration Project.
The initial operations staff included: (1) two dozer operators, responsible for all
Li>n.:|ruction, 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
wcighmaster; and (4) one landfill foreman assigned to the Demonstration Project on a half-time
I'.ibis As indicated earlier (see Acknowledgements), personnel from the County Pollution Control
.Apartment 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) four maintenance men; and (4) three watchmen. This staff is required
!o operate on a multiple-shift basis and provide backup staffing. In addition, administrative
positions include: (1) the Superintendent of the Solid Waste Disposal System assigned to the
Demonstration Project on a half-time basis; (2) one landfill supervisor; (3) an assistant landfill
supervisor; (4) two clerks assigned on a half-time basis; and (5) four full-time and one part-time
personnel assigned to the waste disposal operations but working in the County Pollution Control
Dcpaitment. The total number of personnel is influenced by landfill operating hours as established
b\ the Board of County Commissioners, and by their policy of restricting the normal employee
\vork week to 40 hours. Accordingly, the expanded manning supports operations on a necessary
multi-shift basis so as to comply with the instruction of the County Commissioners.
The Orange County Solid Waste Disposal organizational chart is included as Figure 19.
The manpower requirements for transfer operations are shown on the chart since these operations
me an integral part of the disposal program even though they operate separately from the landfill
activities. Most of the position titles are self-explanatory; however, the dragline operator has
additional responsibilities covering drainage improvement construction. The self-propelled scraper
operators are also responsible for road construction.
Equipment. The equipment initially used in this landfill operation was equipment either
ohi.iinetl Tor the Demonstiation Project or transferred from the old landfill and dump operations.
The equipment now in use includes: (1) one recently overhauled International Harvester TD-20
iln/ei (14 years old) with blade used for compaction, cell construction and cover; (2) one new
lnicrn.ilion.il Haivesier EC-270 (21-cubic yard, self-propelled scraper pan), approximately 3 years
old, used foi cell loiisliuclioii, clearing, road building and cover hauling; (3) one International
H.nvesicr TD-15 do/ei (approximately 14 years old) with 4 in 1 bucket; (4) one Rex-Trashmaster
38
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PUBLIC WORKS
ADMINISTRATOR
ORANGE COUNTY
ENGINEER
CONSULTANT SERVICES
STAFFING
1 County Engineer
2 County Sanitarian
3 VTN Inc
4 FTU
SOLID WASTE DISPOSAL SYSTEM
FUNCTION
Overall supervision and management of
Solid Waste Disposal Operations and
Transfer Stations
STAFFING
I Superintendent
TOTAL STAFFING I
U>
O
ADMINISTRATION
FUNCTIONS
I Correspondence
2 Payroll Preparation
3 Billing for Services
4 Filing
STAFFING
I Clerk Typist
1 Billing Clerk
TOTAL STAFFING 2
UTILITIES OPERATIONS
FUNCTIONS
I Abandoned Car Dispovil
2 Lot Clearing
3 Garbage Franchises
STAFFING
I Supervisor
4 Code Enforcement
I Clerk-Typist
I Clerk (Pan Time I
TOTAL STAFFING 7
Source Orange County, Florida
EQUIPMENT MAINTENANCE
Obtained from
Orange County
Vehicle Maintenance
Department.
LANDFILL OPERATIONS
FUNCTIONS
1 Operation of Mam Fill
2 Operation of Porter Fill
STAFFING
I Foreman
I Aul Foreman
-4 Weighmasters
2 Do«r Operators
2 Compactor Operators
I Front End Loader Operator
I Dragline Oxrator
3 Scraper Operators
3 Watchmen
3 Maintenance II
(I Oiler, 2 Service)
2 Maintenance I
(Cleanup and Spotter)
2 Maintenance I
(Trailer Wash)
1OIAL STAFFING 25
TRANSFER STATION
OPERATIONS
FUNCTION
Operations of Tranoti-t Station
STAFFING
I Foreman
I Asst Foreman
13 Motor Vehicle Operators
2 Werghmisiers
3 Watchmen
2 Maintenance II
(Push pit operators)
2 Maintenance I
(Cleanup)
TOTAL STAFFING 24
POLLUTION CONTROL
FUNCTION
Laboratory Analysis, Testing and
Sampling
STAFFING
I Biologist
I Pollution Control Technician
2 Laboratory Technicians
TOTAL STAFFING 4
September. 1973
FIGURE 19 Organization Chart for Solid Waste Disposal System - Orange County, Florida
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Compactor Model 3-50 (approximately 6 years old); (5) one Northwest 95, 3-cubic yard dragline;
(6) two International Harvester TO-25C dozers with blade; and (7) the required service trucks.
Design and Construction Procedure. The primary purpose of this Demonstration Project
is to develop proper landfill design and operating techniques for areas affected by high water
table conditions. Accordingly, two basic approaches to landfilling were formulated. These
approaches involved (1) landfilling in non-dewatered trenches, called "control cells", and
(2) landfilling in "demonstration cells", or trenches having dry bottoms due to the lowering of
the water 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 and
17. Development of a cell required excavation of a trench to a depth of eight feet. Excavation
in the water table was made with a self-loading scraper, with final excavation to the cell bottom
below the water table being made by the dragline. Due to potential problems with floating materials
Ytiilun trenches, sections of the cells are separated by earthen dikes. Cells numbered 1 through
7 <\ie dimensioned as 100 feet wide and 500 feet long. Cells 8 through 14 were to be constructed
immediately to the east; however, at the request of the Environmental Protection Agency, only
Cells 8 and 10 were actually excavated. The dimensions are 120 feet wide and 600 feet long
for Cell 8, and 100 feet by 600 feet for Cell 10.
Since solid waste was deposited at times below the water surface, control cell filling
and compaction was undei taken to the extent possible, to include a six-inch daily cover and
a final two-foot earth cover as part of the design. Initial plans called for filling to within two
feet of the ground surface in a single lift with a final two feet of cover. Experience with the
first cell, however, showed large quantities of excavated material unused, and a decision was made
10 fill in two six-foot lifts. The first lift proceeded from west to east, applying daily cover as
was practical in the relatively damp conditions. The second lift then proceeded from east to
west, being finally covered with two feet of earth. Thus each cell consists of approximately 12 feet
of solid waste fill, including daily covers, and two feet of final cover.
The Demonstration Cell. The "demonstration cells" were of two basic designs initially,
depending on anticipated use. These were (1) cells for disposal of small amounts of wastes as
a convenience to the public and (2) cells for use of county trailers and commercial franchised
h.uileis. Expediency in providing disposal space to mechanically unloaded vehicles in addition
to traffic safety considerations were the primary reasons for separating the professional drivers
fiom the individual homeowners and smaller haulers. Both types were 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 cells (designated CP) is shown in Figures 23, 24 and 25. This design
was found inadequate due to the large quantities of waste handled and the design was subsequently
changed to the progressive trench type, in which daily cover excavation provides the trench space
required for the next day's wastes. The overall depth of the fill is eight feet with final covering
of at least two feet. "Transfer trailer" cells (Figure 26) are built in one eight-foot lift with a
minimum of two feet of final cover. These two types of "demonstration cells" were operated
40
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DEMONSTRATION
CELLS \
(TRAILERS/^
DEMONSTRATION.
/ CELLS
^TRAILERS)
DEMONSTRATION
\ CELLS
' DEMONSTRATION
CELLS
(TRAILERS)
DEMONSTRATION
CELLS I
DEMONSTRATION
CELLS *-'
(PUBLIC)
TOPOGRAPHIC
CONTOURS
FIGURE 20 Landfill Site Operations Plan through June 30,1973, Orange
County Sanitary Landfill.
41
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NORTH
Q
Ui
O
cn
O
o
O
Q.
^
-
-
y
32'
4:1 APPROX ~
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FIGURE 21 Plan View of Control Cells
42
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EXCAVATED
MATERIAL
EXISTING
/" GROUND
APPROX. WATER
LEVEL IN CELLS
WORKING FACE
(4!l SLOPE)
SECTION B-B FIRST LIFT
(FIG. 21)
EARTH COVER 2*MIN.
COMPACTED
DAILY COVER
EXCAVATED MATERIAL
EXISTING
GROUND
\7rzrr~7} // // /r^im
APPROX. WATER x
LEVEL IN CELLS
SECTION B-B SECOND LIFT
(FIG. 21 )
EARTH COVER
XCAVATED MATERIAL
SECOND LIFT
FUTURE
CELL
APPROX. WATER
LEVEL IN CELLS
EARTH COVER
FIRST LIFT
DRAINAGE
FIRST LIFT COVER
SECTION A-A
(FIG. 21 )
SOLID WASTE SECOND LIFT
'VWWHIR&^I-
EXISTING
AGROUND
APPROX. WATER /
LEVEL IN CELLS
SOLID WASTE FIRST LIFT
SECTION C-C
(FIG. 21 )
FIGURE 2 2 Construction Sequence and Cross Sections of Control Cells
43
-------
POND"A"
DRAINAGE
CHANNELS
3'BW TYP
\
DRAINAGE
CHANNELS
24)
FIGURE 23 Ran View of Original Public Access Demonstration Cells
44
-------
HIGH WATER
GROUND WATER LEVEL'
FIRST LIFT
t DRAINAGE
CHANNELS
^
FINAL EARTH COVER-v.
WASTE
\
\\
WASTE /
HIGH WATER
GROUND WATER LEVEL
/"^
SECTION B-B (F,9.
SECOND LIFT
DRAINAGE
CHANNELS
FIGURE 24
Construction Sequence and Cross Sections of Original Public
Access Demonstration Cells
45
-------
POND "A
4:1
EXIST. GROUND
4* DEPENDING ON WATER
TABLE ELEV.
GROUND WATER LEVEL
HIGH WATER
SECTION A-A (F,,. ESI
FIRST LIFT
POND "A
Z FINAL EARTH COVER
DAILY COVER_^ 4,
COMPACTED EARTH
DIKE
GROUND WATER LEVEL
''^*
/ EXIST. 8ROUNO
COMPACTED REFUSE
HIGH WATER
SECTION A-A (fit. 23
SECOND LIFT
POND"A"
4:1
HIGH WATER
FINAL SECTION
(Fig 23 )
-GROUND WATER LEVEL
FIGURE 25 Construction Sequence and Cross Sections of Original Public
Access Demonstration Cells
46
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POND"A"
/
EM
^
k «na'_
TYP.
\
~-4
f
I" _
34' TYP.
fA
30'
W-L-
rvp p^ 1
' *
DRAINA6E
, . CHANNELS
3' BW TYP.
.
1
4;l APPROX.
L _ ^
^^^
^/
7
h
-^
,
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~~*
«-».
-6" DAILY COVER, 2 FINAL COVER
4
SECTION A-A
FIGURE 26 Plan View and Cross Sections of Transfer Trailer Demonstration
Cells.
47
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separately in order to maintain a safe and orderly traffic flow and to expedite waste handling
operations for trailer and commercial accounis. Since February 1973, however, the distinction
between public and trailer cell operations wns discontinued for economic and efficiency
considerations since added equipment and personnel were required to support the separate
operations. There were no problems encountered after discontinuing use of the public cell.
Public use cells, designated as CP1 and CP2, were each 260 feet wide and 600 and
700 feet long, respectively. Transfer trailer cells, designated presently as CTO, CT1, CT2, CT3
and CT4, are each 260 feet wide and 800, 1400, 1300, 1000 and 800 feet long, respectively.
The surface slopes for all demonstration cells are at a grade of at least two percent
to the nearest drainage channel, with the slopes being periodically regraded as required to
compensate for 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, generally on an alternating schedule to permit even
distribution and facilitate more precise costing analyses as required by the project grant. Public
use disposal was initially confined to cells CP1 and CP2 so as to alleviate congestion, promote
orderly and rapid traffic flow, and to avoid including unweighed refuse quantities in the economic
analyses of the project. These cells have been able to accommodate, on the average, up to 36
vehicles per hour; however, some vehicles take as long as 90 minutes to unload. Positioning of
a full-time spotter and traffic director at the unloading face reduced such excess vehicle positioning
time at the cell edge.
The first "demonstration trailer" cell (CTO) was excavated to a three-foot depth, with
the remaining one foot of excavation to be available for daily and final cover. However, difficulty
was experienced in attempting to run the loaded scraper up the open face of the cell. Scraper
routing was subsequently redirected to the top of the cell for more satisfactory operation. Daily
and final top soil cover for trailer cells currently in use is now obtained from excavations of
the adjoining cell, that is the next cell to be used for refuse disposal. Thus cover material is
readily available and need be transported a minimum distance. Trailer cells are designed to
accommodate eight feet of refuse in single lifts, and will receive a two-foot top earth cover.
The depth of the trench varies depending on the elevation of ground water. A two-foot minimum
separation between the ground water and the bottom of the cell was maintained to provide for
some treatment of the leachate and to maintain a dry cell bottom condition essential for equipment
movement.
A series of "control" cells, designated CC1 through CC7, were initially excavated into
the water table to a cell depth of eight feet. Refuse filling began at the cell point nearest the
on-site roadway and progressed eastward in a six-foot lift to the cell end. The solid waste was
compacted. Daily covering was applied whenever the solid waste was exposed above the water
level. Upon reversing fill direction back toward the road, an additional six-foot lift was added,
-IS
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FIGURE 27 View of Typical Refuse Being Accepted at the Orange County Sanitary Landfill.
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similarly compacted and finally covered with a two-foot earth cover to complete the cell. Cell
CCI was originally designed to be filled only to the ground level, but to continue this type
of operation in all cells would have resulted in the creation of excessive soil stockpiling. The
decision to increase all control cell refuse depths to 12 feet, in addition to utilizing some stockpiled
soil materials for road construction, served to more adequately utilize excess excavated soils on
the site. Although Cells CCS and CC10 were excavated, refuse disposal therein has not been
effected at the suggestion of the Environmental Protection Agency. Since January, 1973, filling
of "control" cells has not taken place because it was felt sufficient experience and data were
then available with which to assess excavation and filling operations under wet conditions.
A summary of demonstration project cell construction through June 30, 1973 is
presented in Table 1.
During the project time, rain waters accumulated once at the working face during an
abnormally heavy and prolonged precipitation period. This condition interfered with both access
to the face by vehicles and with equipment operations. Experimentation with pumping provided
the relief necessary to maintain the required dewatered proper conditions within the cells. Lateral
movement of excess waters through the cell walls as well as percolation through the cell floors
has been minimal. To speed this water removal, the pumping procedure will remain in effect
for future operations as weather conditions dictate.
Starting March 1972, the Superintendent of Solid Waste Disposal System, acting under
the authority set forth in the Code of Orange County: 15-11, gave notice that such industrial
wastes as acids, alkalies, fungicides, pesticides and petroleum products would be accepted in limited
quantities and under controlled conditions. For disposing of these wastes, the following procedure
is adhered to for personnel safety and pollution prevention.
(1) Acids and Alkalies - Arrangements are made in advance either by letter or
telephone, giving time and date of arrival of these wastes. Waste must be neutralized. A certificate
must accompany shipment, giving name of original material, date and manner it was neutralized,
also type and number of containers. The certificate must be signed by the producer of the waste
or an authorized agent. Empty containers must be rinsed by the customers before bringing them
to the landfill for disposal.
(2) Oils and Naphthas - These wastes are accepted in limited quantities, with prior
approval of the Orange County Landfill Supervisor or authorized agent. The landfill will accept
not more than two (2) fifiy-fivc (55) gallon drums on any one load. Approval may be obtained
by a telephone call to ihe l.indfill. furnishing lime ,md date of desired delivery of these materials.
If Hie m.iiciials c.mnoi \w .iccepied .n Hun lime, ihe Landfill Supervisor or his agent will give
.111 dllein.ilo lime .uul tl.iio.
(3) I'csliuclcs .mil Funj-iciiles - These will he accepted only if permanently sealed in
concreic. Empty cont.iineis must lie rinsed out by customers before bringing to landfill for disposal.
50
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TABLE 1
CELL CONSTRUCTION SCHEDULE
June 7, 1971 through June 30, 1973
Cell
Designation
CP1
CP2
CTO
CT1
CT2
CT3
CC1
CC2
CC3
CC4
CCS
CC6
CC7
CCS
Start
Refuse
Fill
2-14-72
10-4-71
6-7-71
3-20-72
2-19-73
6-20-73
10-12-71
2-5-72
10-12-71
3-10-72
12-1-72
12-12-71
10-16-72
3-4-73
Complete
Fill and
Cover
10-16-72
2-19-73
10-11-71
8-20-72
6-19-73
t
In Progress
1-25-73
9-15-72
2-4-72
10-17-72
1-25-73
3-20-72
1-18-72
...
Tons
Refuse
Deposited
23,229
23,677
21 ,995
43,013
68,686
6,798
14,510
11,017
13,278
13,853
11,298
15,826
12,720
147
51
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When deposited, these wastes are done so as to be dispersed within the cell to the
maximum extent practicable and are deposited only under conditions of controlled supervision.
The cooperation of industrial elements in this regard has been excellent.
Users Comments. Comments solicited from franchised haulers suggest that their
preference in landfill operation favors the demonstration cell method since their vehicles need
not pass over uncovered waste in the unloading operation, thus savmg wear and tear on tires
and possible vehicle damages. Likewise, the possibility of vehicles becoming mired is minimized.
In the "control cell" unloading was accomplished from the refuse lift itself. Unfavorable reaction
regarding access to "control cells" during rainy periods resulted when vehicles became immobilized
in the approaches to the cells. In addition to hauler inconvenience, the slowdown in unloadings
became evident in the "backed-up" traffic waiting space to unload, primarily because of the narrow
cell face.
Some user complaints were registered pertaining to the mixing of tree stumps in "control
cells" along with routine refuse because of the likelihood of vehicle damage. This problem was
overcome by depositing such stumps in the cell bottoms only.
With minor exceptions, users have been most cooperative and are apparently satisfied
with the manner of operations and business-like approach assumed by the County. In like fashion,
landfill supervisory and operating personnel make every effort to extend courtesies and assistance
to avoid possible customer dissatisfaction.
Operator Comments. It was considered appropriate to obtain comments from equipment
operators and other landfill employees as to problems encountered during the grant period and
suggestions for improvement in operating techniques. Insofar as cell work is concerned, preference
was extended to operating in the "control cells" for the reason of dust control, whereas
"demonstration cell" work was preferred as a better overall operating method. Working from
the top of cells was initially preferred because of the greater ease of maintaining levels for both
the refuse and the cover, as opposed to working the cell face from bottom to top. Experience
gained in the latter type operation has since acquainted operators with both methods and there
is no longer a particular preference for either method.
Dozers in the range of 50-55,000 pounds gross weight equipped with large blades are
considered necessary to handle the waste volumes and the bulky refuse materials received at the
site. Smaller equipment would be inadequate and inefficient. Similarly, a dozer with a bull-clam
bucket was not desirable for this size and type of operation, due to the small volume of solid
waste or earth that can he moved by this piece of equipment.
The effects of extended downtime for equipment maintenance generally results in
accelerated efforts and possibly overtime hours to catch up. It was felt that expedited maintenance
should be stressed (o eliminate this problem.
52
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Increasing magnitude of operation requires increasing administrative functions which are
generally initially objected to by staff. Such objections were usually overcome with time and
are now infrequent and individual in nature.
Equipment Evaluation. While most heavy equipment is designed for rugged operations
and may function extremely well under varied conditions, their use under conditions peculiar
to sanitary landfilling presents problems, or requires restrictions to operation which may somewhat
limit their capabilities. In a wet cell operation, as in the "control cell", the ability to fully compact
at least the first refuse lift is diminished for fear of the equipment becoming hopelessly mired
in the very wet underfooting. Thus caution had to be exercised in the placement and cover of
the first lift of this type cell. However, refuse densities in these cells were generally higher than
those experienced in the dewatered cells, indicating that the wet conditions were promoting the
filling of normally void spaces in the fill. The weight of standing water in the cells was not
included in density calculations. Evaluation of the four major types of equipment used follows:
. . . Dragline. A dragline was necessary for excavating into the ground water, and
it is especially needed for drainage and ditch construction and periodic ditch
maintenance. The three cubic yard capacity bucket appeared to be quite
practical for the magnitude of the operations.
. . . Dozers. Dozers should not be less than 50,000 pounds gross weight to
effectively spread the quantity and type of waste handled at the landfill.
Dozers were also used on the compaction operation when the compactor was
inoperative. Radiator grille and undercarriage protection, as well as engine side
covers, are necessary to avoid damages caused by solid materials commonly
found in the fill.
Compactor. The compactor was effective in providing excellent compaction
on the slope face with an average of two passes. Excessive maintenance
downtime of the present machine, due to age, prevented really efficient use.
When operational, it provided effective service in both the "demonstration"
and "control" cells.
Self-Loading, Self-Propel led Scraper. This is an ideal equipment item for the
excavation of large cells and for the hauling of cover materials when
considering the cell widths, as opposed to the capability of a front-end loader
which would require more trips per volume carried. To enhance machine
longevity and to minimize maintenance, the scraper should not travel directly
over uncovered refuse, but should deposit cover material in close proximity
to the refuse for final placement by the dozers. The 21 cubic yard capacity
unit appeared to be optimal for this operation. This machine was also used
effectively in road constructions and earth stockpile operations.
53
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I-*- t^;:ss^bfrcr rcv^r ford rterce and -"- *
has been partially alleviated through the centra izar.nn f \ " fKt°r' but the Problem
the Orange County Vehicle Maintenance Deoa tmen Th ? ma'"tenance obtained from
he adoption of an effective preventive maintenance » "^T" °* ^'^ ^^^ a"d
e " ^ " *"* '
men
he adoption of an effective preventive maintenance »
equipment downtime for other than Jv "n? needs^ S" ? **"* '" tOWard
characteristic among employees of the so ls««po^ ZJ*"""**' h 3"
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ENVIRONMENTAL ASSESSMENT
This section responds to one of the established project objectives: to investigate the
physical, chemical and bacteriological characteristics of the surface waters within the project site
the drainage receiving waters, and the ground waters underlying the site. More importantly the
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 was a continuing part of the Demonstration Project. The search
helped to shape the work on water quality analysis and added to the engineering and planning
activities. era
The Orange County Demonstration Project involves a sanitary landfill in a high water
table area. 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 occur first
in ground waters, then pass to surface waters through the sides of drainage channels Physical
chemical, and biological effects on waters were of prime interest; however, additional review of
engineering and opeiational 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 broad coverage of the subject and to provide
a wide range of reference material. Useful references were numerous; however, much of the
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, dating back as much as 40 years
(of which only a select few will be noted) refer to refuse degradation in a landfill operation
and the resulting effects upon water quality.3.4.5'6.7 The rapidity 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 as leachate. 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.1*-'.8 For an eight foot fill, this amounts to an estimated one to two
feet of ram water passing through the soil to the refuse. Considering the moisture lost through
average evapotranspiration, the total rainfall required to allow for one foot of percolating water
would be about 40 inches, or something less than an average year at the Orange County project
site. Cover was sand and sand mixtures with little vegetative cover initially. Accordingly, it was
55
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lojucal to assume high infiltration through the cover in the early stage of the project and low
evapotranspiration; therefore, a rapid attainment of field capacity was expected Leachate could
be expected within the first few months under conditions of high percolation. This saturation
with rapid leachate movement was not experienced, a condition which will be discussed later.
As indicated by some experiences, one of the earliest contamination indicators is the
occurrence of inorganic ions--particularly chlorides-in ground water.9,10,11 Hardness alkalinity
and total solids all show marked changes.12,13,14 Thus> inorganic ,oadings become yery 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
dcciimposM, complex organic products also will appear. These are best displayed in the high
biochemical oxygen demand (BOD) and chemical oxygen demand (COD) values noted in the
references. In addition to dilution, downstream effects will depend on the precipitation and ion
i-xrhange 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
with concentration depending on the rapidity of movement, degree of attenuation, and the dilution
occurring.
The soil through which ground water percolates to reach the drainage system may alter
the rmcrobial population by acting as a filter.6." 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.'o,i7 Both anaerobic and aerobic bacteria were found along with formation of organic
acids. Conforms and fecal streptococci were isolated. Evidence indicated bacteria in refuse belong
to only a few genera. Cook, et.al.,17 reported most bacteria as aerobic, mesophilic forms Fungi
also were reported along with algae growths in seepage. Movement and survival of organisms in
soils and surface waters have also been the subject of investigation. 18,19,20,21,22,23 |n 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 of microbial forms. 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 is protective
in this respect. . .
A summary of leachate results by Steiner, et.al.,24 as just one of many references
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 siilfaie. phosphate, 01 more reduced ions may increase to hundreds of milligrams per
Iner. Ha.dncs-s will me ..ml lol.il solids m.iy range lo 50,000 milligrams per liter The latter will
iiulii.lt- wiv hiKh (.01) .ind HOI) values .md will imply some tiratmcni p.ior to discharge may
'"' IUV'1"1 'I li-.uh.Hi- i n- loiin.illi-il. RHm-iiu-s loiisiilled generally expressed organic
i..,iiami,uiioM .is ( 01) 01 HOI), nihri Hun icpmis mi sonic work on nitrogen content no detailed
iiil.iiin.ili..n w.is loinul on cMc.ism- siudk-s whk I. have IK-CM m.ule concerning compounds present
in li-.uhaies bimil.i.lv. link- Jala appealed on the microhial effects downstream from landfill
upi-iaiions. QU.IMInative esiimalcs do exist on inorganic yield or leachate per unit of fill 5,6,7,12
-------
Because ot these environmental effects, treatment of leachate was considered and was
of interest. The oxidation pond is one method, recycle another. Treatment is practicable as noted
in the references 25, 26, 27 and could be employed at the Orange County site.
Sampling and Analysis. In order to define what is happening, sampling and analysis
techniques must be adequate. Sampling procedures were mentioned in a number of
references.^'"»' ' These procedures were extracted and furnished to personnel involved as
appropriate. Sampling for chemical and biological analyses were standardized based on the well
pumping and vacuum system described elsewhere. Analyses for complex organics and
microbiological contamination are described separately herein.The available literature, with the
exception of one article by Steiner and Fungaroli,^ 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 indicates horizontal movement
of contaminants should occur and that little vertical diffusion could be expected.2,4 $o, vertical
mixing was not anticipated. Therefore, contaminant distribution should be restricted to the upper
layer of soil at the Orange County site. This was anticipated in the planning for the sampling
wells. Initial wells, with the exception of aquifer wells, were 30 feet deep, or less. Some of
the later wells were in three-well clusters at varying depths. This arrangement permitted a
comparative determination of the water quality at various depths within a relatively small area
subject to availability of data. Additionally, percolation of leachate to the site drainage ditches
was expected. Hence, surface quality monitoring was important along with well sampling.
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 was an overall project objective. Realizing
that potential 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 whether pollution problems did
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" and "control"
landfill areas for variants in physical, chemical (organic and inorganic), and
microbial activity in the aqueous environment.
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 paiameters. The study team designated to investigate these parameters
included professionals 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
.iii bacteiial samples; and to oversee construction of the shallow and deep well field.
The Orange County Pollution Control Department provided the overall direction in the
liclil surveillance program by developing a sampling program for both ground and surface waters.
The Pollution Control Department has a complete chemical and biological laboratory. An
mlaigement ol these facilities piovided space for handling an increased volume of sample analysis
.UK! .iccommoclated a new microbiology laboratory. The chemical laboratory had one chemist,
one technologist, and one laboratory aide. The biological laboratory employed one biologist, one
technologist, one technician and one aide. The microbiological laboratory employed one
microbiologist and one technologist. In addition, the project provided 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 included
. . a surface water 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.
a surface water chemical sampling schedule and station locations developed
roi the holding pond, effluent, outfall canal, and receiving stream, described
previously.
. . a network of shallow wells and deep wells-within and adjacent to the
landfill-developed under the direction of the consulting geologist responsible
for ground water management studies.
Surface Water Studies. The study of the quality of the surface water 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 element* of the study are discussed in detail.
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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 2). Of these stations, nine were for chemical and
biological monitoring and three for chemical monitoring only. Two of these 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 (Station Pond A) and its effluent (Station
Pond Effluent), the temporary elimination of Station 4, and the consolidation of Stations 5 and
5A, 6 and 6A, and 7 and 7A.
Sampling Methods. Water samples for physical and chemical analysis were originally
(through May 1971) obtained using a 24 hour battery operated composite sampler developed
by the Orange County Pollution Control Department (Figure 29). Since that time, the samples
were obtained by submerging an acid washed, dark, polyethylene container six to twelve inches
below the surface of the water. Samples for organic analysis were obtained in the same manner
using clear, ground glass stoppered bottles. All samples were immediately placed in a cooler for
transporting to the laboratory.
Aquatic macroinvertebrates were collected using two methods of sampling. Qualitative
samples were taken with a dip net and quantitative samples were obtained using an artificial
substrate. The method employing an artificial substrate utilized multiple-plate samplers constructed
with some modifications from that of Hester and Dendy29 (Figure 30). Each sampler consisted
of one-quarter inch thick Masonite plates and spacers. The eight plates were eight centimeters
square and were separated by two centimeter square spacers. Each multiple-plate sampler was
held together by a six-inch eyebolt. At each station, two samplers were then submerged
approximately one foot below the water surface and two feet apart. At the end of the four-week
period, the samplers were removed, placed in separate plastic bags in a cooler and transported
to the laboratory for examination.
59
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OVIEDO
CRANE STRAND CREEK
TRIBUTARY
(OLD MAINSTREAM OF
LITTLE ECON.)
EAST ORLANDO-
CANAL
CHULUOTA
0 I 2
9
SCALE IN MILES
FIGURE 28 Location Of Surface Water Sampling Points , Orange
County Demonstration Project.
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TABLE 2
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
Midway along westerly portion of the outfall canal,
approximately one mile from the landfill.
Downstream from Station 1, midway along northerly
portion of the outfall canal, approximately two and
one half miles from the landfill.
Channelized portion of the Little Econlockhatchee1
One fourth mile upstream from the outfall canal
within and downstream from an area of domestic
waste effluent.
Tributary of the Little Econlockhatchee 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.*
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-Oeese Road*
Chemical
&
Biological
Natural stream area with a broad natural flood plain
six miles from the landfill.
61
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TABLE 2 (CONTINUED)
SUMMARY OF SURFACE WATER
SAMPLING STATIONS
Station Number
7A
Type
Chemical
Location
At Highway 50 in Union Park Approximately eight
miles from the landfill and |ust upstream from an
area of domestic waste discharge *
Chemical
&
Biological
Chemical
&
Biological
Located at Buck Road approximately ten and oni-
half miles downstream from the landfill This .irca
has a natural broad flood plain
Natural flood plain area at Tanner Road in Scmmole
County, located approximately sixteen miles from
ihe landfill and |ust prior to confluence with the Big
Econlockhatchec River
'Discontinued in 1971
62
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- - .
V* -': ..t
,
FIGURE 29. 24-Hour Composite Sampler for Surface Water Sampling
63
This page i» reproduced at the
back of the report by a different
reproduction method to provide
better detail.
-------
-
II r g
Is *"
s
II
*"*
FIGURE 30. Multiple-Plate Macroinvertebrate Sampler.
-------
Qualitative, macroinvertebrate samples were obtained by sweeping a D-framed collection
net across the bottom deposits and through aquatic vegetation. With an attempt to collect at
least one of every species present, the organisms were sorted in the field using a white porcelain
pan and forceps and placed in vials of 95 percent ethanol. All the various natural substrates
in a station area were investigated.
Phytoplankton samples were obtained by submerging a gallon container six to twelve
inches below the surface of the water. The samples were then placed in a cooler for transporting
to the laboratory.
A periphyton sampler was constructed for each station following the basic design of
(Figure 31). Each sampler contained eight, one by three inch microscope slides which
were submerged three inches below the water surface. At each station after the slides had been
submerged for six weeks, four slides were removed and placed in a jar containing 100 milliliters
of five percent formalin solution. The remaining four slides were placed in 100 milliliters of
90 percent aqueous acetone. All jars were refrigerated in coolers for transferring to the laboratory.
Sampling Schedule. Samples for physical and inorganic 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. Since February 1973, efforts were restricted more to the demonstration
site drainage system by retaining Stations PA, PE and 1 on a monthly basis and restricting all
others to a semiannual sampling schedule. Samples for organic studies were taken monthly from
Stations PA, PE and 1.
Biological samples were taken regularly but on a more limited overall schedule.
Phytoplankton samples were obtained on a monthly schedule from all stations excluding Stations 6
through 9. These remaining four stations were sampled quarterly. Since May 1971, sampling days
were in conjuction with water samples for physical and chemical analyses. Periphyton, initially
sampled continuously (through May 1971), is now on a semiannual 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 semiannual sampling. Samples for
microbial studies were taken monthly from Stations PA, PE, and 1.
Physical, Chemical and Biological Analyses. The monitoring program for evaluating the
surface water quality included pH (laboratory and field), chlorides, sulfate, sulfide, chemical oxygen
demand, dissolved oxygen, phosphate (total and ortho), nitrogen (nitrate, nitrite, ammonia and
organic), temperature, conductivity, turbidity, solids (total, suspended, and dissolved), calcium,
magnesium, iron, aluminum, zinc, potassium, sodium, copper, methylene blue active substances
and carbon (total organic and inorganic) (Volume II, Tables 1 through 7). Sulfate, field pH and
chemical oxygen demand analyses were not performed during the first year of the project.
Analytical methods are presented in the Appendix.
65
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3
« 3
m
C. i "O
ff » 8
"ogr
If*-'-
193-
FIGURE 31. Periphyton Sampler for Surface Water Analysis
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Biological monitoring included cell counts, identification, and pigment analysis of both
planktonic (Volume II, Tables 8 and 9) and periphytic (Volume II, Tables 10 and 11) algae.
The macroinvertebrate community was evaluated from identifications and numbers present
(Volume II, Tables 12 through 15). Microbiological analyses included viable counts of aerobes,
anaerobes, sulfur oxidizing and sulfur reducing bacteria, as well as fungi (Volume II, Table 17).
Identification of genera and species and specific organisms complemented data on counts. Fecal
coliform counts, Salmonella and Staphylococcus selection procedures were followed to search
for possible contamination with pathogens.
Little nconlockhatchee River - Physical and Chemical Properties. The Little
Econlockhatchee River (Stations 3, and 5 through 9) and one of its tributaries (Station 4) was
monitored for water quality beginning October 1970. Since the landfill drainage system entered
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 the receiving
water.
Since the river is shallow with varying degrees of cover, considerable water temperature
variations were expected along its length. The water temperature ranged from 10C to 30C
throughout the study. The water temperatures in the canals and below the reservoir near Union
Park were often higher than those in sections of the river having a forest cover.
True color was not determined during the study although field notes and observations
after filtrations indicated high color from dissolved organic material typical of the lowland drainage
systems. Turbidity averaged from 6.7 to 25.6 JTU throughout the river with the higher turbidities
in the canalized areas. The turbidity values are a product of biotic and abiotic material. The
latter type of material was especially present during the initial excavation of the landfill drainage
system. Subsequent diking and changes in excavation procedures prevented a recurrence of the
problem. Suspended solids reflected the same variation in different locations with the higher values
occurring in the canalized areas and the lowest at stations most distantly downstream from
disturbed areas (Stations 7 and 9). Volatilization of the suspended fraction indicated 50 to 70
percent was inorganic material.
Total nitrogen concentrations at each station averaged from 1.69 to 10.90 milligrams
per liter, with the higher values downstream from Station 7. According to location, there was
a variation in the organic portion (0.8 to 2.6 milligrams per liter as nitrogen); however, the most
extensive variations occurred in the organic nitrogen (0.37 to 6.45 milligrams per liter). The various
forms of the inorganic nitrogen (nitrate, nitrite, and ammonia) indicated an increase in the more
reduced forms and a decrease in the oxidized form after Station 7. Total phosphate concentrations
in the river are high and display a trend similar to total nitrogen. Averaged phosphate values
ranged from 1.04 to 4.22 milligrams per liter as phosphorus. The ortho-phosphate concentrations
(65 to 97 percent of total phosphate) ranged from 0.68 to 3.69 milligrams per liter as phosphorus.
In comparing these two nutrients (nitrogen and phosphate) there is a substantial excess of
phosphorus throughout the river. An addition of nitrogen to the system would result in a further
deterioration of the river.
67
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Average dissolved oxygen concentrations ranged from 2.9 to 4.7 milligrams per liter.
Seasonal variations were most evident in the canalized areas where supersaturation was observed
during optimum conditions for primary productivity. However, averaged saturation percentages
ranged from 31 to 52 percent (Station 8 and 6, respectively.). Biochemical oxygen demand averages
were highest at Stations 3, 8 and 9 while chemical oxygen demand displayed very little spatial
variation throughout the river (37 to 56 milligrams per liter).
The river had a circumneutral pH level with averages ranging from 6.8 to 7.3. The
total alkalinity as calcium carbonate averages from 41 to 52 milligrams per liter upstream from
Station 8, while average values from Stations 8 and 9 were 101 and 89 milligrams per liter,
respectively. Acidity concentrations as calcium carbonate range from 12 to 23 milligrams per
liter with highest values occurring in the canalized areas.
Variation of electrolytes in the river was evident with average conductivity ranging from
199 to 227 micromhos per centimeter upstream from Station 8, while at that station and
downstream the averages exceeded 400 micromhos per centimeter. This same trend was evident,
but not as pronounced in total dissolved solids and total hardness, where the range of average
concentrations was 147 to 226 and 40 to 64 milligrams per liter, respectively. The higher
concentrations were characteristic of Stations 8 and 9.
Of the two major alkaline earths, calcium and magnesium, the former was found to
have the highest concentrations throughout the river. Calcium and magnesium averages for each
station ranged from 9.17 to 16.7 and 2.9 to 5.1 milligrams per liter, respectively. Concentrations
of calcium were typically 3.1 to 3.4 times those of magnesium at each station. The alkalies,
sodium and potassium, had concentration averages ranging from 13.6 to 25.6 and 1.9 to 5.8
milligrams per liter, respectively. The highest concentrations of each of these major ions were
found at Stations 8 and 9.
Averaged concentrations of iron varied from 0.3 to 0.6 milligrams per liter with highest
concentrations located in the canalized area and gradually decreasing downstream. A similar trend
was found for aluminum; the range was between 0.18 and 0.85 milligrams per liter with the
highest average at Station 7 (only slightly higher than upstream) and the lowest found at Station 9.
Copper was found to average no higher than 0.014 milligrams per liter at any station and no
one station was significantly different from the others. The average concentrations of zinc ranged
from 0.02 to 0.07 milligrams per liter with the higher values at Stations 8 and 9.
Average concentrations of chlorides at each river station ranged from 20 to 38 milligrams
per liter. The ratio of chlorides to sodium indicated an excess of chlorides when compared to
the theoretical ratio of sodium chloride. The highest concentrations were found at Stations 8
and 9.
Little Econlockhatchee River - Biological Properties. Aquatic weeds (macrophytes),
attached algae (periphyton), free-floating algae (phytoplankton) and macroscopic aquatic
-------
invertebrates (macroinvertebrates) were monitored. For purposes of this study, the description
of each of these communities is limited to the establishment of baseline characteristics for use
in detecting any changes in water quality.
The macrophyte community of the Little Econlockhatchee River was not investigated
either quantitatively or qualitatively. However, some discussion is pertinent to the description
of the stream. With a constant supply of water abundant in nutrients and the absence of the
natural floodplain cover, the canalized stations (Stations 3 and 5) had dense stands of the
submerged Florida Elodea (Hydrilla verticillata) and the floating water-hyacinth (Eichornia
crassipes). Often in quiet waters, or during low flow, duck weed (Lemna minor) covered the
water's surface not occupied by Eichornia. There was usually a "stream" within the canal where
the flow was concentrated due to the surrounding density of Hydrilla. Although these plants
assimilate nutrients for growth, their death (either natural or by periodic herbicide applications)
and subsequent decomposition causes a release of the nutrients back into the stream system.
Between Stations 7 and 8 is a reservoir which displays similar aquatic weed problems.
Downstream from these canalized areas were morphologically unaltered sections of the
river (Stations 6, 7, 8 and 9). The macrophyte community there bore no resemblance to the
upstream area. The floodplain remained in its natural state allowing the stream to meander through
a swamp forest (Stations 6 and 7) and a floodplain forest (Stations 8 and 9). The areas provided
the humic acids and the shading of the stream. Macrophytes were very limited here and did
not include those found in the canal.
The standing crop of periphytic algae showed both locational and seasonal variations
throughout the stream. A locational comparison indicates higher standing crops at Stations 3
and 8. At each of these two stations there was an average of over 1,000 cells per square millimeter
and average pigment content of over 50 milligrams of Chlorophyll-a per square meter. The lowest
standing crops were found at Stations 6 and 7 where average Chlorophyll-a values and cell counts
were below 10 milligrams per square meter and 200 cells per square millimeter, respectively.
This reflected an approximate 500 percent increase in the periphyton standing crop at the two
stations downstream of domestic waste treatment facilities as compared to the two stations showing
partial recovery. The ratios of cell counts to Chlorophyll-a were lower than those found in the
landfill drainage system with an exception of the station in the undisturbed tributary (Station 4).
Although there was no quantitative correlation between cell counts and Chlorophyll-a
concentrations, this ratio pattern proved interesting in not only the periphyton studies but also
the phytoplankton monitoring.
Seasonal variations in the periphyton standing crop were more apparent than the seasonal
changes in composition. The standing crop increased in late winter with typical maximums in
spring. This seasonal pattern, depending on the species involved, could be generally attributable
to water temperature, flow rate, chemical composition, and deciduous cover. More detailed
evaluation of this was not within the scope of this monitoring program.
69
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The species composition of the periphyton community was primarily dominated by
diatoms (Bacillariophyceae), although over 40 genera found in the sampling program were in other
phyla and classes. Permanent slides of diatoms from each sample were prepared for future baseline
studies of this important community. Available data indicated Fragillaria was most ubiquitous
to the stream; Cocconeis v/as limited to the cleanest stations (Stations 4, 6 and 7) and Melosira
was found most abundantly in the canalized areas (Stations 3 and 5). Genera in other phyla
which were often dominant are Coelastrum (Stations 7 and 9), Gemmella (Station 8), and
Stigeclonium (Station 5). When considering the non-diatom genera most commonly occurring in
the stream, all genera are associated with the meso-saprobic zone of the saprobian system of
stream pollution classifications. These genera are Stigeclonium, Chlorella, Euglena, Closterium,
Cosmarium, Phacus, and Scenedesmus.
The standing crop of planktonic algae in a stream is a product of the periphitic forms
washed from their substrate and the plankton of backwaters. Phytoplankton variations in the
river displayed similarities to the periphyton community discussed above. The highest standing
crop occurred at Stations 3 and 8 where average pigment concentrations were approximately
50 milligrams of Chlorophyll-a per cubic meter and algal counts averaged approximately 1200
algae per milliliter. These two stations were in sharp contrast with Stations 6 and 7 where the
phytoplankton standing crop average values were 10 milligrams of Chlorophyll-a per cubic meter
and 200 algae per milliliter. Although these numerical values are similar to those of the periphyton
standing crop discussed previously, the periphyton actually represents a much greater total standing
crop when the area of available substrate and the river volume are considered. The ratios of
algal counts to Chlorophyll-a in the river were lower than those found in the landfill drainage
system and in an undisturbed tributary of the river (Station 4).
Seasonal variations in the phytoplankton standing crop are unlike those of the
periphyton. The standing crop increased in the spring and reached a maximum during the summer.
A decline followed in the fall and winter. This seasonal trend is a reversal of the conditions
found in the periphyton monitoring program. There were no major seasonal variations in the
standing crop upstream from the reservoir and in the morphologically undisturbed portion of
the river. Changes in this area appeared to correspond to minor variations of phytoplankton found
in the upstream canalized portion of the river.
The dominant species found in the plankton samples of the river also varied seasonally
and depended on location. In the canalized area (Stations 3 and 5) pennate and centric diatoms
dominated in the winter and spring with the addition of Ankistrodesmus falcatus in the latter
season. Cyclotella, Scenedesmus quadricauda and Agmenellum were dominant in the summer
followed by the typical winter community and Chlamydamonas in the fall. Downstream at Stations
6 and 7 pennates and Euglena dominated during the winter with loss of the Euglena population
during the spring. Agmenellum dominated in summer followed by an increase in Euglenophyceae
and pennate diatoms in the fall. The stations located after the waste treatment facilities and
reservoir (Stations 8 and 9) were significantly different. In this area, Scenedesmus quadricauda
dominated throughout the year with the inclusion of Chlorella, Ankistrodesmus falcatus and
Chlamydamonas in the spring and Euglena in the summer. Fall months were similar to the spring
communities with the exclusion of Ankistrodesmus.
70
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The macroinvertebrate communities of the Little Econlockhatchee River varied in size,
diversity and species composition. Seasonal comparison of total counts revealed an average of
300 to 500 organisms per square meter in the canalized headwaters. The community size increased
downstream through the undisturbed area to an average of 1600 organisms per square meter
at Station 7. Downstream from this station, the river received numerous domestic waste treatment
plant effluents which resulted in an increase of the average total count to 4500 organisms per
square meter. The average total count decreases downstream to 2700 organisms per square meter
at Station 9. Species diversity and Biotic Index values also revealed variations at each station.
Station 7 has the highest species diversity and the highest Biotic Index. Upstream from here,
the diversity is good, although the Biotic Index indicates the species present are pollution tolerant.
In contrast, the downstream stations (Stations 8 and 9) revealed a depressed diversity and Biotic
Index with a partial recovery at Station 9. When considering species composition, Stations 6
and 7 had a greater percentage of pollution intolerant species and a corresponding decrease in
pollution tolerant species than the other stations of the river. In these two areas and other stations
located in morphologically unaltered areas, there was a greater occurrence of rheophilic organisms
in contrast to the greater occurrence of lentic forms found in the canalized sections.
Seasonal variations in total counts displayed peaks occurring in early spring, midsummer
and winter. Other stations displayed similar trends. The general trend was similar to that of the
periphyton excluding the additional increase in summer. These seasonal variations in total counts
could have been due to characteristic life cycles, retention of organisms during low flow, availability
of food, and deposition of drift organisms during fluctuating high river flow conditions.
Site Drainage System - Physical and Chemical Properties. The landfill drainage system
monitoring program included Pond A, the Pond A Effluent, and Stations 1 and 2 along the
outfall canal leading to the Little Econlockhatchee River. Monitoring for baseline data and water
quality determinations began in October 1970.
Data for the pH values of surface waters are presented in Volume II, Table 4. Values
are reported for the initial pH of water samples and the final pH after one hour of vigorous
aeration with carbon dioxide-free air. This aeration procedure was instituted after it was discovered
that the pH of certain water samples (particularly ground waters) varied considerably due to
varying concentrations of volatile acidic materials,3^ such as carbon dioxide and hydrogen sulfide.
The observed increase in pH can be correlated with amount of carbon dioxide and hydrogen
sulfide initially piesent in the sample. Separate analyses for hydrogen sulfide content of these
waters showed that practically none was present; therefore, any increases in pH after aeration
were primarily due to a decrease in carbon dioxide. If one compares the pH data with those
obtained for alkalinity and acidity, it becomes obvious that a close correlation exists among these
data.
In general, the surface waters of the landfill site tend to be acidic. The average pH
of the canal draining the site over the study period was 5.41 with a range from 3.85 to 7.1.
The increased acidity of the canal waters (Station 1) could be correlated with periods of heavy
71
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rainfall A case in poinr is a pH value of 3.85 obtained on September 26, 1972 Rainfall data
from the s,te show that dai.y rainfal.s in excess of 1/2 inch had occurred for 9 out of the p e ed ng
20 days and that on October 20, a tota, of 2.29 inches of precipitation had fallen. TheTheavy
October rams followed a very dry September during which there had only been 085 inches of
prec.p.tat.on On-s-te observations showed that a large volume of water from adjacent Bay Branch
Swamp flowed mto the canal. The canal waters also exhibited the reddish-brown color (examined
peat bogs yS'S)> °rganiC Carb°n C°ntent' 3nd in°rganic pr°perties of wa'er foud i'
stable n /V" Va'"es' C°"or' and carbon c°ntent of Pond A and its effluent remained fairly
stable over the month ot October 1972, being relatively unaffected by the heavy rainfall The
runoff ?' CHUP'ed Wit" ^^ °btained fr°m thC C3nal' Sh°Wed tha< heavy rainfall and resumn
runoff of acidic organ.c laden water from adjacent woodlands was the primary reason for pH
n oH of rh ? Stati°n 1 dUring thC Pen'°d °f thC StUdy" '" "° ins'an« ca" "V Changes
Deiard'n 32 h6 T* T^ * attn'bUted d''reCtly tO the landfi" site "self. Schnitzer and
.
nrner , Ne"f°"ndland humic podzol possessed
t0 °
W°°dland S°ilS °f the °ran8e CountV Solid Waste
carbonv * ,
carbonyl groups of fulvic acids.
K , u
° °" °f *' W°°d'and 'eachate Can be attributed P^'maril to
mnr, '" ^ "^ *'. "" Of P°"d A' its effluent and Station ] of the drai"age canal were
The factSl^'°I ^'u ^ 3 ,teru aeratl'°n- ThJS W°Uld imP'y thC Presence °f* volatile basic material.
,u .
n ,H h , 3 thrCe W3ter Samp'eS W3S m°re acidic after aerati°" than it normally
tend t H , b°dieS °f W3ter have a PH of about 6'5 to 6-7 after aeration)
tended to indicate a profound alteration in water chemistry. A possibility is that the algal bloom
observed at that t.me caused a depletion of carbon dioxide as well as certain other ions resulting
m pronounced chemical changes. «uiung
The pH of Pond A water was fairly constant over the period of the study with an
ahaena8theV d ,6'l9 I"** ""* ^ 5'16 tO ^ < *1 f'°m Pond A "~ cidi
than the pond .tself, having an average pH of 5.99 and a range from 5.10 to 7.00.
1Q79 Th f Situation occurred !" March 1973 that had previously been recorded in July
1972. The waters from Pond A and its effluent were found to be more acidic after than prior
L [HIT r Th WaterSat,Station 2 did not *ow a simi.ar pattern; so one can concede
M the factors wh,ch wused the observed alkalinity were not present in the drainage canal
It ,s possible the algal bloom and the resulting depletion of cations and carbon dioxide m these
waters can explain the results obtained. Overall the extremely soft water condition in Pond A
change's ^^ * ^ ""^ bUffeMn8 MPaClly a"d theref°re permitted more drastic pH
The soft water condition in Pond A is exemplified by the average total hardness and
alkalinity concentrations of 5 and 7 mi.ligrams per liter, respective^. Downstream at Station 2"
72
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mineralTzatl Id h V ' * ""' 42 mi'"gramS "" liter' ^tively, indicating the increased
f P TA8 CauPaClty' The comP°"ents of th* total hardness values did not increase
°Ugh Stati°n h Caldum and iron increased in 8reater Proportions
'
onr f n' C°PP" ^ *" "««** When present a
concentration greater than 0.04 milligrams per liter was unusual.
-.1. u- uThC Chloride, con«ntrations averaged 12 milligrams per liter in Pond A and its effluent
aWnd eh? d aVerag?S (1? 3nd 19 mi'"igramS PCr "'ter) d"*t°eam. The atomic ratio of sodium
rainwater TCheWai!a0rmdOSt """* ^ ^'L C°nCentration ratio a"t equaled that of seawater and
dirnce from th^ con< here were expected when considering the relatively short
The conduct , u *l "* Subse'uent influence °" the salt concentration of the rainwater.
comoa^d to Tond Aa57?'g Cr V^ d°Wnstream stations d« micromhos per centimeter) as
wh« tonic »2S ( micromhos Per centimeter). Although this measurement does not indicate
what omc substances were present, ,t does fluctuate with regard to their concentrations and
is therefore indicative of the total salt concentration.
nf «. ,hPh°!Phat! l6V,elS WCre typiCa"y be'OW °'1 milli8rams per liter with varying proportions
and u f,°"P ,°SKP tC f0rm' °rganiC "itr0gen W3S USUa"y less than ! mil"gram Per liter in Pond A
and its effluent but ,t was often higher at Stations 1 and 2. Other nitrogen forms had the same
tionsWThe c° ?"? *' ^ ^^ ^ ^^ C0"ce"tratio"s than the two downstream
than noted , T these "utrients were hi8h enough to produce larger algal populations
ootimu , P I' lu6 rat'° °f m'tr0gen t0 PhosPhates indicated an excess of nitrogen for
optimum algal growth. The low carbon dioxide values (below 1 milligram per liter) found in
Pond A ,nd,cated the availability of carbon as a possible limiting factor in the algal populations
With ,h- 6'6 milligrams Per 'iter and 73 percent saturation
With this oxygen concentration from samples obtained in the mornings, the biological productions
d L^d8 n9aPP^red t0 ^ ^r"1 t0 S2tisfy any Pressures that the nat-al chemLl oxygen
h vTexe^dmonl8trS ^ te° 3nd bi°chemical oxVgen demand (5.5 milligrams per liter) ma?
hforhP ? !, P° , SyStem' Downstream in the outfall canal the oxygen content and
D« .«T ,°Xygen ^ WCre tyPiCa"y '°Wer Whi'e the Chemical oxV8en demand ^s higher
oxvJn jl« T °rgamC deP°SitS " ^ 3diaCent SWampS' the Presence of this natural chemical'
oxygen demand concentration is common to this area.
dur-n th6 3> ^°'ume "' PreSCntS data °btained iQr the sulfide content of surface waters
durmg the course of this study. It is apparent that the sulfide contents of Pond A, its outfeH
and the canal at Station 1 have been very low throughout the course of this study with one
"
" C°nCen ^ °f a trCe SUrfaCe to about
Pn uv Th
utuJllv hi . £ concentrations also increased through the summer from values
usually below 5 milligrams per liter to a high value of about 20 milligrams per liter.
Data for methvlene blue active substances were included as a measure of linear
sulfonates. The method is far from specific, being subject to many interferences, b«h p
73
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.he form of orga'ic c arbl on " ^ve aga on^T^ * '" "f8'31715 "" lll
-^
n ve aga on
^^
changes Were consent '*" "°" "" """""'
o of en od to that
in July 1972. eniuent showed the same rise in organic carbon
r s^^ were much m°re
carbon. The majority o the can ^*n, ? rh" ^ u' tO ?1 mil"'8rams per liter total
The amount of carbon present n the cana wL?' ^ W3terS W3S ln the °rganic state
the subsequent leaching or direct runo? fm H- "^ tO ' C°rre'ated W'th rainfa" and
Station 1 were freeze ^dned and Ctt.r"noff (fr°m ad'acent swamp land. Samples of water from
solvents and the ^t^y^i^^^*^ ^ extracted ^ various
compounds were found ,o ^^^^^^Ph^ ^ non-volatile' h'g" molecular weight
of Humic and fulvic "^U^^Z^.T^
brown so,!^ 1^, ^-^^^"0^ IVLTTs W "? ^ «* "«
^a^h^h^^-zvr
component ('about 1 ,000 molecu ar w iTwh^d^T'"/ 3 '" ""'"^ We''ght
of fulvic acid. Schnitzer and Desiardins32 " Lnd that 87 percent oMh T^^^''1" tO 'hat
a natural soil leachate consisted of fulvic acid whfrh h V> ash'free weight of
and an e.ementary composition of C2OH 2(cSo± 5o/ MCO TT "K1""1" We''8ht °f 67°
and related humic ma.er. I, m,g « b nte d ,h h W" C°mP°!,ed '^^ °f fU'VI'C 3CidS
agents and were found ,o mohil e Id rr.n nl , Compounds are excellent ehelating
Particularly si.ica, alumi, L t ro "' tranSP°rt lar«C am°UntS of met^ ^rough soil water
7-)
-------
That fraction of lyophilized organic matter from Station 1 soluble at pH 130 was
found, m general, to be of a higher molecular weight than the acid soluble fraction and, in contrast
to the acid soluble fraction ion, consisted of two molecular weight fractions. One of these fractions
had a molecular weight of over 10,000 while the other was greater than 1,000 but less than
10,000. The over 10,000 molecular weight material was present in very small quantit.es while
the lower molecular weight fraction accounted for the majority of the organic matter solubilized
by 0.1 normal potassium hydroxide.
The above observations tend to confirm that the major organic material found in the
canal waters was acid-soluble fulvic acid which had been leached from surrounding native soils
It was noted that when the pH of samples of canal water was adjusted with a strong base to
values of 10 or greater, that a yellow-brown flocculate would appear, followed by clearing of
the water. 6
Site Drainage System - Biological Properties. The biological monitoring program for the
landf.M pond and outfall canal included phytoplankton, periphyton, microinvertebrates and
microbiological characteristics. The results of these studies are provided in the following discussion.
The phytoplankton standing crop was typically larger in Pond A than in the outfall
canal. A seasonal pattern in Pond A was found to have submaximums in late fall, early winter
and early spring, with maximums in midsummer. In the outfall canal only the summer maximums
were evident. Chlorophyll-a concentrations reflected the same seasonal variations. Algal counts
ranged from 40 to 600 algae per milliliter throughout the drainage system. Chlorophyll-a
concentranons ranged from 0.5 to 22.7 milligrams per cubic meter. Total algal counts in excess
of 500 algae per milliliter and Chlorophyll-a concentrations in excess of 5 milligrams per cubic
meter are infrequent and short-term. During the period of time from late fall through spring
Dmobryon and Peridimum were dominant, while the remaining time period was dominated by
Chlamydomonas, Chlorella or Schizothrix.
Total cell counts from periphyton samples ranged from 12 to 1370 cells per square
millimeter throughout the drainage system. The outfall canal had a generally higher standing crop
than Pond A. As expected, this variation is opposite to the phytoplankton distribution. Dmobryon
Cosmarium, Euastrum and pennate diatoms were found in most samples. The Chlorophyll-a
concentrations varied between extremes of 0.25 and 19.15 milligrams per square meter. These
values had trends similar to those of cell counts.
Data from these algal communities indicated the relatively unproductive nature of the
landfill drainage system as dictated by the chemical conditions discussed previously. Alterations
in water chemistry by leachate contamination will significantly alter these communities in both
size and composition.
The established macroinvertebrate communities of the landfill drainage system ranged
m si/e from about 50 to 3,800 organisms per square meter. These total counts reflect extremes,
75
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while most often, enumeration of organisms on the artificial substrate samples revealed between
300 and 800 organisms per square meter. The composition within these total counts icvcilcd
commumt.es of high species diversity and a subsiantial percentage of species intolerant ol onymc
pollution.
The Pond A community differed from the canal stations due to physical controls The
pond is standing water and therefore accommodates organisms not requiring flowing water
However, at Stat.on 1 the canal is shallow and fairly narrow producing the water velocities required
by or acceptable to some organisms. Total counts were generally higher m Pond A than in the
outfall canal. The Biotic Index values averaged about 5 for Pond A and 11 for Station 1
Studies of bacterial and fungal populations in surface waters of the drainage system
have not revealed any sustained changes from native conditions. Only slight fluctuat.ons in these
m.crob.al measurements were recorded from the beginning of analyses to November 1972 (Volume
II, Table 16). In the winter months of 1972 and 1973, Pond A and its effluent experienced
a notable rise in microbial populations. However, this event was followed by a rapid decrease
to normal levels of microorganisms. Fecal coliform counts in surface waters were consistently
low, although m the summer months of 1972 and in the spring months of 1973 nonsustained
elevat.ons of fecal coliform counts were recorded. It is in these periods of the year when wildlife
and cattle were observed around the drainage system. Surface runoff from the area surrounding
the landfill site drained to the canal undoubtedly affected the quality of the water in the canal
Selective isolation of specific organisms (aerobic sulfur-oxidizing and gram (+) bacterial counts)
have shown that these organisms tended to increase or decrease with the total count of the aerobic
bacterial density. Accordingly, the anaerobic sulfur-reducing bacteria showed a similar comparison
w.th total counts of anaerobic bacteria. While changes in bacterial density were detected, there
is no indication of contaminated seepage from the landfill.
Ground Water Studies. The ground water monitoring program required the proper
selection of well sites and the physical, chemical and microbial parameters to investigate The
efforts were centered on observing natural variations at the landfill site, establishing baseline criteria
for water quality interpretation and the continuing monitoring of the ground water.
Sampling Locations. A total of 38 shallow wells were installed to monitor the effects
of landfill on the ground water quality (Figure 32). These shallow wells, ranging from 10 to
30 feet deep, cover 40 percent of a 1,500 acre landfill. Considering the hardpan soil characterises
of tins area and the desire to determine vertical as well as horizontal movement, 19 well installation
areas were chosen with 12 areas having a cluster of two to three wells of varying depths and
7 areas of isolated 20-foot wells. The areas for well installation were selected after consulting
natural drainage conditions, modified drainage characteristics and proposed f.lling schedules
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 initially obtained from six additional 20-foot wells (Wells
76
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#32 10'
#31-20'
EXISTING & FUTURE ROADS
""^ J
21-15' /
DIRECTION OF GROUND
WATER MOVEMENT
ENTRANCE ROAD
TO LITTLE ECON
DRAINAGE CHANNEL
#22-10'
''#23-20'
FIGURE 32 Location of Ground Water Sampling Wells.
-------
4, 9, 13, 19, 23, and 24) located in more outlying areas. In October 1971 the addition of .1
10 and a 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 landfilling 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 Sepicmbn
1971, shortly after installation. Additional shallow wells ranging from 10 to 30 feet deep, and
two replacement wells installed in June brought the ground water monitoring program to the
originally proposed 38 wells.
For the purpose of monitoring fluctuations in the ground water level, additional wells
were driven near Wells 4, 5, 9, 10, 16, 19, 20, 23, 24, and 35. These wells were used only
for water elevation determinations.
Deep well locations were selected after considering the flow pattern of the Floridan
aquifer. Wells B, C, and D were installed along the eastern sector of the landfill property. Well
A was installed in the western sector near the maintenance complex.
Well Design and Installation. Each test well was made of two-inch polyvinylchloride
(PVC) plastic pipe. The 20 and 15-foot wells had a 10-foot well point section, and the 10-foot
welli had a five-foot well point. The bottom was capped to insure that water entered the casing
only through a series of screen slots 0.010 inches by one inch long (Figure 33). The top end
of the casing was threaded to accommodate a PVC cap through which a piece of one-half-inch
pipe was fitted and extended to the bottom of the well. Outside the cap was an elbow connection
designed to accommodate the sampling apparatus (Figure 34).
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 PVC 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 PVC pipe and well point in place
Upon installation, 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.
Deep wells (Figure 32) extended to 460 feet (Well A), 340 feet (Well B), 280 feet
(Well C), and 320 feet (Well D), and were cased to 239, 208, 163 and 168 feet deep, respectively.
Well A presently serves as a potable water supply in addition to its monitoring function. Wells B,
C, and D were four inches in diameter and Well A has a six-inch diameter.
Sampling Methods. Since ground water sampling required a high standard of validity,
exact procedures and compatible equipment were used. Because one of the analyses was for trace
metals, no metal could be a part of any well construction material or sampling equipment
78
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o
CM
C\J
O
.ft
L
VACUUM
CHAMBER
PORTABLE
GENERATOR
CONCRETE
COARSE BUILDERS SAND
.010 WIDTH
DETAIL
WELL SCREEN SLOTS
FIGURE 33. Profile Of Shallow Sampling Well
79
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'
.
; , v»« HH.IUI
J *; t..
ff » a --*
!^& y Vs.
FIGURE 34. Shallow Well Cluster for Ground Water Sampling
-------
In the process of obtaining samples from test wells, a vacuum chamber and connecting
hoses, a vacuum pump, and a portable electric generator were used. The vacuum chamber,
constructed of clear plastic tubing, was eight inches in diameter with a 1/8-inch wall It was
14 inches high witlra three-gallon capacity. The bottom was permanently sealed and the removable
top had a soft rubber gasket which allowed an airtight seal when attached to the vacuum pump.
Water was drawn in with vacuum maintained through the use of two 3/8-mch diameter plastic
tubes permanently inserted through the top. The chamber was attached to the well and the vacuum
pump by two flexible rubber hoses which slipped 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 PVC
connectors incorporated as part of each hose. A container could be placed in the chamber and
a sample drawn directly into it, or the chamber could be filled and a sample poured into a
container (Figure 35). A Bell and Cosset 1/4-horsepower high volume vacuum pump was used
and was chosen for efficiency, light weight, and compactness. A McCulloch 1500 watt, 115 volt
portable generator proved 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 required 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 were acid washed and rinsed repeatedly
with distilled water before their use. Samples were placed in capped polyethylene bottles. These
bottles were marked to insure repetitive use of the same bottle for the same well. Bottles were
filled to overflowing, capped, and stored in a refrigerated box. The samples were then taken
to the laboratory for analysis. Following use, all bottles were rinsed. The approximate volume
of each well sample was about three liters.
For microbiological analyses, separate 250 milliliter and/or one liter samples were taken
aseptically. Prior to sampling, amber glass bottles were autoclaved with aluminum foil covering
the bottle mouths and secured with rubber bands. At sampling time, the foil covering the sterile
sample bottle was punctured with the tube of the collecting apparatus and water was pumped
immediately from the well directly into the sterile bottle. Sterile bottle caps were unwrapped
and placed on the filled bottle. The collected water samples were then carried in refrigerated
coolers to the laboratory where analyses began within a few hours.
Deep well sampling required the use of permanently affixed submersible pumps. Samples
from Well A were obtained from an outlet prior to water treatment. Sample handling procedures
were the same as those applied to shallow well sampling.
Sampling Schedule. Sampling frequency was modified as well installation progressed.
Initially, each well was sampled monthly. Since that time and the completion of all well
installations, the monitoring program was concentrated in or near the areas of past or active
landfilling wiih the more remote wells being sampled only twice a year.
-------
FIGURE 35. Vacuum Chamber for Shallow Well Sampling.
82
tu. Pa
detail-
-------
Physical, Chemical and Biological Analyses. The monitoring program for evaluating the
ground water quality included pH (laboratory and field), chlorides, sulfate, chemical oxygen
demand, phosphate (total and ortho), nitrogen (nitrate, nitrite, ammonia, and organic),
temperature, conductivity, turbidity, solids (total, suspended and dissolved), calcium, magnesium,
iron, aluminum, zinc, potassium, sodium, copper, and carbon analyses (Volume II, Tables 17
through 21).
Microbiological investigations included aerobic and anaerobic counts; sulfur reducing and
sulfur oxidizing counts; Staphylococcu* counts; bacterial survival studies; fungi counts; and fecal
coliforms (Volume II, Table 22).
Physical and Chemical Properties of the Site. The results of three years of monitoring
indicate the ground water at six of the shallow well locations has been affected by landfillmg.
Each of these six wells were either located within or immediately adjacent to filled cells. The
wells displaying contamination were Wells 3, 6, 29, 5, 27 and 36. As shown in Figure 32, Wells
3 and 6 were penetrating through a demonstration cell and control cell, respectively, and Wells
5, 27 and 36 were adjacent to control cells. Although the latter three wells are also near the
demonstration cells, best estimates of any ground water movement would place them downstream
from the control cells. This hypothesis cannot be confirmed at this time. Wells 29 and 30 were
located directly into the fill of a demonstration cell and control cell, respectively. Due to landfilling
operations, these two wells were unavoidably disturbed, causing Well 30 to be completely unusable
and Well 29 of questionable quality. It was not until January 1973 that samples could be obtained
from Well 29. These samples required the use of a shallow well pump and were obtained with
great difficulty. Although no data is available on the water quality in Well 30, it can be assumed
that the well contained highly contaminated water.
The temperature of the ground water had a narrow range between 20 and 24C, with
an overall average of 22C. For a given day and equal well depth, each well water sample was
of a constant temperature. A comparison of ambient and ground water temperatures showed
a one to three-month lag in the ground water temperature change corresponding to gross air
temperature changes. An elevated temperature in contaminated wells was an exception and not
a rule. Well 3 did attain a temperature increase of 4C above normal during the peak contamination
in August 1972. This increase was of short duration and temperatures remained consistent
throughout the remainder of the project. Extensive bacterial action and rainfall in late summer
1973 may cause another temperature increase.
Ortho-phosphates were below 0.04 milligrams per liter as phosphorus, with total
phosphate generally ranging between 0.01 and 0.35 milligrams per liter. Landfilling did not cause
a change in the phosphate concentrations.
Nitrogen determinations included four forms, nitrate, nitrite, ammonia and organic
nitrogen. Nitrate and nitrite nitrogen concentrations were generally below 0.09 and 0.009
milligrams per liter, respectively. Contamination of ground waters did not produce an increased
-------
and
.
A1 the "me of thu
concentra"m
, ^ n
poiassmm mcreased to 62 m.lligrams per liter. Both maximums occurred n August 1972 Since
h-i ..me each decreased about 20 milligrams per liter. In contaminated wate? f om Welf 29
" the same month, had only attained a concentration of 0.6 milligrams per liter. '
-------
The alkaline earths investigated in this monitoring program were calcium and magnesium.
In wells having a total hardness of less than 10 milligrams per liter, magnesium was the most
abundant of the two. Wells having a total hardness of over 10 milligrams per liter had calcium
as the primary alkaline earth. It was also noted that wells having a total hardness of more than
30 milligrams per liter were the only wells containing more calcium than sodium. Magnesium
concentrations were most consistent throughout the site (averaged between 0.7 and 1.3 milligrams
per liter), whereas calcium varied considerably (averaged between 0.3 and 12 milligrams per liter).
Calcium concentrations increased to 160 and 85 milligrams per liter in Wells 3 and 36, respectively.
Other contaminated wells did not reveal this increase and values remained at their natural level
through May 1973. The concentrations of magnesium in Wells 3 and 36 increased to maximums
of 13.6 and 20.8 milligrams per liter, respectively. The magnesium content in Well 36 exceeded
that of calcium. An increase in magnesium, but not calcium, was found in Wells 5 and 27.
As indicated previously, average total hardness for each well revealed a wide range of
conditions throughout the site (5.6 to 80 milligrams per liter as calcium carbonate). However,
most wells had concentrations below 20 milligrams per liter. The higher concentrations were found
in areas also containing high organic carbon content. Inversely, the areas with very little organic
carbon had low hardness values. This relationship is of interest here. Many areas within the site
are swamps of high humic content. This organic material is of high electronegativity and tends
to retain the hardness causing elements. Clays also display this characteristic. Both free and retained
hardness causing agents were measured in total hardness determinations. Precipitation as metallic
sulfides discussed elsewhere can also be of importance. Total hardness in Well 3 was approximately
250 milligrams per liter since contamination was detected. Well 36 had a comparable increase,
while other contaminated wells were below 100 milligrams per liter of hardness.
Solids analyses performed on samples from the shallow wells included total, suspended,
and dissolved solids (Volume II, Table 17). In early samples some minor particulates were observed
in the well waters; however, they were not observed after the wells were developed by successive
pumping. Total solids were 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 were below 50 milligrams per liter and 30 milligrams per liter, respectively.
Both of these parameters decreased with successive samples from each well. After contamination,
total solids increased without a subsequent increase in the suspended fraction. Therefore, total
solids values typically represented an estimation of the total dissolved solids. Concentrations of
total dissolved solids in Wells 3 and 36 reached peak values of approximately 1000 milligrams
per liter. Dissolved solids did not reach this level of concentration in other contaminated wells.
Specific conductivity, an indirect indication of mineralization, had corresponding trends and similar
numerical values.
Chloride concentrations were variable but generally between 7 and 16 milligrams per
liter under natural conditions. When leachate was generated from filled cells, chloride values rose
to 260 milligrams per liter in Well 3 and decreased to 13 milligrams per liter in March 1973
(Figure 36). Well 29, which is adjacent to Well 3 and located in the fill, had chloride concentrations
85
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NO. 36
I 2 3456789 10 II 12 I 23456789 10
12 I 2345
FIGURE 36. Changes In Chloride Concentrations For Selected Wells
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around 20 milligrams per liter. Since Well 29 could not be sampled prior to January 1973, it
is assumed that most of the chlorides were immediately carried out of the well environs. Wells
5 and 36, located near the control cells attained maximum chloride values of 80 and 120 milligrams
per liter, respectively, in May 1973. As experienced with Well 3, chlorides indicated contamination
but moved rapidly through the system leaving ground waters in the immediate area with normal
chloride concentrations.
For the most part, the wells contained small amounts of sulfides over the period of
study (0 to 5 milligrams per liter). A few exceptions did occur. Well 36 contained very high
sulfide levels (100 to 200 milligrams per liter). Interestingly, Well 35, adjacent to Well 36 but
20 feet deeper (30 feet as opposed to 10 feet), showed no pollution as measured by organic
carbon content and less than 1 milligram per liter sulfide. These data would tend to indicate
that the elevated sulfide levels were due to biological activity in the waste.
The three well cluster of Wells 5, 27, and 28 perhaps provided the best data concerning
sulfide production. All three of these wells had very low sulfide levels as of June 1972, but
by November 1972, the sulfide level in the deepest member of the three (Well 5 at 20 feet)
was over 300 milligrams per liter sulfide, and the intermediate depth well (Well 27 at 15 feet)
contained 14.3 milligrams per liter sulfide. Organic carbon analyses for these three wells showed
similar changes, so there can be no doubt that the observed increases were related in some way
to the increased organic carbon content of these wells.
Well 6, located within the control cells, contained only 0.4 milligrams per liter of sulfide
sulfur as of March 1973, but had risen to 27.8 milligrams per liter by July 1973. A concurrent
increase in acidity, carbon and inorganic content was observed. This pattern is the same as that
for other polluted wells which have been previously observed with the exception of Well 3.
Well 3 presented an entirely different picture. Although contamination began in
November 1971 and continually increased through August 1972, analyses did not show concurrent
increases in sulfide. If the increase in sulfides found in Wells 5, 27 and 36 were due to increased
organic carbon content, then Well 3 should have shown a similar increase. All polluted wells
show a similar drop in pH, so this factor is ruled out as a causal agent of the observed increase
in sulfides. Since Well 3 draws water from directly underneath a waste cell while the other wells,
although close by, are outside the waste cells, it is possible that the organisms responsible for
sulfide production cannot survive under conditions of extreme pollution such as exists in Well
3; whereas they thrive along the concentration gradient of an advancing mass of polluted ground
water. Also, it is most likely that a certain amount of chemical fractionation has occurred as
the polluted water moved through the soil, and certain inhibitory components may have been
removed as the leachate migrated laterally through the soil. It is possible that in time, as pollution
increases, the sulfide levels in Wells 5, 27 and 36 may start to decline as conditions become
unfavorable for the microorganisms involved in these transformations. There is probably a rapid,
massive, downward movement of pollutants into wells immediately underneath waste cells and
a more subtle, much less rapid lateral movement of leachate out of the cells into surrounding
87
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ground waters. Well 29, drilled directly into the cell overlying Well 3, contained only 2 3 milligrams
per liter sulfide in March 1973. It is possible that all of the very degradable organic matter in
the cell (which was about 1 year old at that time) had decomposed by March 1973.
One might expect that large amounts of sulfide would be precipitated as metallic salts
in view of the high concentrations of elements such as iron and zinc found in polluted well
waters. These metallic sulfides, once formed, should precipitate out and be filtered out as the
ground water flows through the soil. It is possible that the presence of large amounts of sulfide
could decrease the metal content of the leachate significantly. It is also possible that the sulfides
present in the polluted waters represent preexisting bound sulfides which have been somehow
solubihzed by the chemical nature of the leachate as it moves through the soil. Further investigation
of the presence or absence of sulfide producing organisms in these waters is needed before any
more definite statement can be made. It might also be borne in mind that the absence of sulfide
producing bacteria could indicate that the sulfides were produced at some point distant from
the well site at which they were collected.
The sampling techniques used in this study were subject to criticism, particularly with
respect to sulfide determinations. Samples were aspirated out of the wells under vacuum and
then were transported to the laboratory over some distance. Investigators were aware of these
difficulties but felt that for comparative purposes the method would suffice. In order to check
the procedure out further, Well 3 was sampled August 8, 1972 by aspirating a 1/2-liter sample
directly into a bottle containing a zinc acetate solution. The resulting zinc sulfide precipitate
was concentrated and sulfide content determined. This analysis showed Well 3 to contain 6
milligrams per liter sulfide, while the routine procedure gave a value of 2 milligrams per liter
Although a loss of 4 milligrams per liter did occur in this one case, it is still felt that for comparative
purposes, the original method worked quite well for repetitive analyses.
Chemical oxygen demand ranged from approximately 0 to 110 milligrams per liter
throughout the site. Very few wells had an average concentration greater than 30 milligrams per
liter. Wells displaying a naturally high content of chemical oxygen demand were located near
swamp land. In Well 3, the concentration steadily increased to 6,000 milligrams per liter by August
1972 (Figure 37). This peak occurred 10 months after the overlying cell was completed and
was followed by a rapid decrease to a concentration of 700 milligrams per liter in May 1973
An increased chemical oxygen demand was initially detected in Well 5 during June 1972 This
increase was not substantial until November 1972, when a concentration of 210 milligrams per
liter was attained. Since that time the chemical oxygen demand has increased to 815 milligrams
per liter. In Well 27, the concentration has increased to only 66 milligrams per liter. In samples
from Well 36, the chemical oxygen demand increased to 1,700 milligrams per liter in September
1972, decreased in October, gradually increased to 2,950 milligrams per liter in March 1973
and then decreased in May. '
Data obtained from carbon analyses of the shallow wells of the solid waste disposal
site are presented in Volume II, Table 21. These data show that only six of the 38 shallow
88
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COD
(mg./liter)
6000
5000 -
4000 -
3000
2000
1000
'2 I 2 3 4 5 6 7 8 9 10 II 12 I 2 3 4 3
FIGURE 3 7. Change in Chemical Oxygen Demand
for Selected Wells
89
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wells drilled at the site have been polluted by chemical leachates. All six of these wells were
"Mher located within (3, 6, 29) or immediately adjacent to (5, 27, 36) waste cells which indicates
that I here hns been practically no movement of the leachate through the ground water during
the course of this study.
Typically, the quality of ground water in the unpolluted wells varied considerably
according to the location of the well and the type of substratum which drained into the well
point. Hardly ever does the organic carbon content of these well waters exceed 50 milligrams
per liter. The organic carbon present in these waters is composed almost entirely of various humic
and/or fulvic acid fractions of lignified vegetable matter present in peat deposits or bogs as
previously discussed. These materials impart a yellow-brown color and a certain degree of acidity
depending upon their concentration.
Two cluster well groupings, Wells 10, 11, 12, and 2, 33, 34, provided excellent examples
of the range of water quality normally encountered in the area.
The Wells 10, 11 and 12 cluster, although immediately next to a waste cell (Control
Cell 8), consistently produced water of good quality. These waters were consistently devoid of
any coloration, had very low total dissolved solids, and usually exhibited organic carbon contents
on the order of 5 to 50 milligrams per liter; on several occasions, only traces of organic carbon
could be detected. These wells were situated almost exactly on top of a drainage divide. It is
assumed that the waters which entered at their well points did so through beds of fairly pure
sand; hence the lack of dissolved organic matter.
The Wells 2, 33 and 34 cluster, however, consistently exhibited a dark yellow-brown
coloration, higher total dissolved solids values, higher organic carbon content (up to 50 milligrams
per liter) and lower pH (down to 4.0) than did the previous cluster. All of these characteristics
can be attributed to the presence of humic substances. These organic materials were for the most
part nondialyzable (tend to indicate molecular weights of over 5000 or some aggregate thereof)
and contributed to the observed acidity of these waters. Aeration of waters from Wells 10, 11,
and 12 caused a rise in pH from about 4.9 to 6.7, whereas the pH of water from Wells 2,
33 and 34 stayed at or near 4.0 to 4.2. The latter cluster was located to one side of a drainage
divide on the edge of a gradual slope adjacent to a bog. It would appear as though the well
points of these three wells received water from or are located in a layer of peat or similar organic
deposit.
From a study of the data, it can be concluded that any well water from the site of
the study which contained greater than 50 milligrams per liter organic carbon and exhibited a
pH of less than 4.5 after aeration was polluted.
The organic carbon content of Well 3 was initially about 15 to 25 milligrams per liter,
but in December 1971 it had risen to 48.7 milligrams per liter. Following this initial slight rise[
the carbon content slowly increased to 353.3 milligrams per liter by February 1972. The organic
90
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carbon content further increased to a peak of 6,669 milligrams per liter by June 1972. A value
of 792 milligrams per liter was recorded in January 1972. Well 29, a companion of Well 3,
contained 59.0 milligrams per liter organic carbon in March 1973.
Prior to May 1972, a cluster of Wells 5, 27, and 28, located just outside Control Cell
1, had shown no pollution and had fluctuated between 2 to 19 milligrams per liter organic carbon.
Since that time, the carbon content has steadily increased in Wells 5 and 27 to 366 and 59
milligrams per liter, respectively. The carbon content of Well 28 (the shallowest member of the
series) did not change appreciably, indicating no pollution at the 10-foot level. These data tend
to indicate that leachate moved laterally out of Control Cell 1 below a 10-foot depth and is
continuing to move laterally. This conclusion is further verified by the carbon analyses from
Wells 35 and 36 (30 and 10 feet deep, respectively) which are immediately west of Control
Cell 6. Well 36 was already polluted when first sampled, therefore the rate of pollution and
lateral migration of the leachate is unknown.
Well 6, located within the control cells, showed an increase in organic carbon from
the July 1973 sampling which is attributable to a downward movement of leachate within Control
Cell 5. Only 14 milligrams per liter of organic carbon were found in this well in March 1973;
whereas, 150 ppm were measured in July 1973. A concurrent increase in sulfide concentration
and decrease in pH were noted. According to records maintained at the landfill site, a total of
13,278 tons of waste were dumped into Cell 5 over the period of October 1971 to January
1972.
In all tne polluted wells, the organic carbon content increased and the pH decreased.
This is particularly evident when one compares the pH of a well before and after aeration. Well
5 illustrates this point. In November 1972 the pH of the well water rose from 5.13 to 5.79
upon aeration. In May 1973, the pH had dropped to 4.28 and rose only to 4.80 even after
one hour aeration. If the acidity was due to highly volatile constituents, the pH value would
have increased significantly after aeration. The organic carbon content of Well 5 rose from 52
to 366 milligrams per liter over this same 6 month time period. The observed failure of the
pH to rise upon aeration is due to the presence of relatively large amounts of fatty acids which
resulted from the anaerobic decomposition of the organic matter by the microbes present.
Qualitative thin-layer chromatographic analyses of Well 3 water showed a complex
mixture of lipoida! materials to exist which is high in fatty acid content. Much of the odor
detected in these polluted waters other than h^S is due to these fatty acids.
Qualitative thin-layer chromatography failed to show any free amino acids in water
from the polluted wells in concentrations in excess of 10 milligrams per liter. Sephadex column
chromatography and dialysis experiments confirmed that practically all of the organic carbon
present in the polluted well waters from the waste disposal site was in the form of low-molecular
weight components, mostly fatty acids.
91
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.denmy ,,, be discussed in connection ,,, J ^ £
p -hin
opera,,ons a, ,h= site, fecal coiiforms and S,^,/, specie! £ ^ wa°er we*
92
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In both instances the numbers of organisms declined to background levels during the summer
months of 1972 and spring 1973. It was interesting to find that when bacterial densities declined
in the summer of 1972, only one species of bacteria was detected in Well 3 water and one
species of yeast. Coincident with changes in bacterial density was a lowering of the pH to 4.3
in the water. The oH increased slightly at the time the bacterial density rose in the 1972-73
winter months and heterogenous species were again represented. The lack of rainfall to induce
extensive leachate movement and the slightly higher pH of winter are a contrast to the summer
conditions. These contrasting bacterial environments influenced the bacterial community.
The yeast isolated from Well 3 water was not identified. The facultative aerobe which
was the sole dominant species of bacteria found in the summer of 1972 was identified as a
species of Achromobacter. In a special study it was determined that this organism developed
optimally only if the growth medium was supplemented (e.g., 25% v/v) with water obtained from
Well 3. Moreover, it was established that the isolate grew optimally over a wide pH range, from
pH 3.5 to pH 6.0 under aerobic conditions.
Neither fecal coliforms nor Salmonella were detected in water samples pumped from
Well 3. The high acidity in the ground water beneath the demonstration cell undoubtedly
contributed to the inability of these organisms to survive in the water. As shown in Volume
II, Table 23, when cultures of Salmonella and Escherichia col/ were suspended in the acidic water
(pH 4.3 - 4.5) obtained from Well 3, 99 percent of the initial cell population was inactivated
in 48 hours. By the tenth day, the organisms could not be recovered. Similar results were observed
when Staphylococcus aureus was suspended in this water. Pseudomonas aeruginosa was much
more sensitive. This species could not be recovered after 3 days. In contrast, when each of the
4 organisms was suspended in water from Well 3 in which the pH was neutralized with base,
survival was considerably longer (Volume II, Table 24). Escherichia, Salmonella, and Pseudomonas
could be recovered as long as 10 weeks and could have been detected much longer. Staphylococcus
appeared to be less durable and failed to survive for more than 1 to 2 months. These data suggest
that the high acidity developed during anaerobic decomposition contributed to elimination of
pathogens usually associated with water, as well as other organisms.
Bacterial counts in cluster Wells 5, 27, and 36 have indicated leachate movement from
the control cells. Well 36 was first analyzed in December 1972 and found to have a high total
bacterial count similar to Well 3. The bacterial count was 25,000 per milliliter in Well 36. Two
subsequent analyses (March and May 1973) showed that the counts decreased to less than 500
aerobic organisms per milliliter, again in agreement with events in Well 3. In Well 36 water, the
total anaerobic count was greater than the aerobic count in May 1973. Neither fecal coliforms
nor Salmonella were detected. All other analyses yielded negligible results. Bacterial counts from
Wells 5 and 27 revealed higher populations in the 15-foot depth (Well 27).
When water could be drawn from Well 29 there was a high bacterial population,
particularly anaerobic bacteria. This was true of both the total anaerobic count and the
Desulfovibno count Other microbiological parameters show elevated values but the outcome of
-------
anaerobic analyses was notable. It should be noted that Well 29 extends to the boitom of j
demonstration cell (4 feet) and water could not be withdrawn through norni.il Dimpling
procedures
Water samples obtained from Wells 24, 25, and 26 (located adjacent to Pond A) have
not indicated any leachate contamination, although the water samples have shown higher bacterial
counts than that usually observed as background. Increased bacterial densities were noted in the
latter pan of 1972 and paralleled the elevation of bacterial populations in Pond A and its effluent.
Organic carbon data again did not parallel the rise in bacterial counts in Wells 24, 25, and 26.
This well cluster has displayed sporadic suspended solids concentrations and other typical
characteristics of an unstabilized well as experienced during the initial sampling of all wells.
It might be considered that chemical analyses are a more reliable indicator of leachate
movement than total bacterial counts. Bacterial counts fluctuate, and apparently, intensified
chemical content tends to reduce the bacterial population. Examination of waters for higher
bacterial populations could be misleading as conditions of chemical toxicity may play a role in
reduction of bacterial numbers.
The microbiological data recorded for all other wells which are peripheral to the fill
area have not indicated leachate movement away from the landfills. Total counts taken on samples
of wells studied over a long period show a general reduction, particularly Wells 4, 9, 13, 16,
19, 20 and 23. This condition was expected due to the gradual reduction of suspended solids
(available substrate) and the time involved in complete well stabilization.
Dominant species of aerobic bacteria found in both ground and surface waters have
been of the genera Pseudomonas, Achromobacter, Alcaligenes, and Flavobactenum Similar
observations were noted in studies on fresh water from a lake (Collins, 1963).36 The non-fecal
coliform, Enterobacter, was isolated often but this organism was present as a small percentage
of the total population. Thiobacillus was isolated frequently. Of the gram positive bacteria isolated,
species of Bacillus and Arthrobacter were the most prevalent. Occasionally isolates of saprophytic
Staphylococcus, Sarcina, Brevibactenum, and Corynebacteriurn were identified. These bacteria
represent a diversity in metabolic processes within the natural ground water.
The usual diversity in bacteria was noted in those wells which were shown to have
become contaminated with solid waste leachate (Wells 3, 5, 6, 27, 29, and 36). However, a single
type of organism, Achromobacter, increased in percentage of the total population in the
summertime, when contamination was at its greatest level. The usual diversity in bacteria
reappeared in the fall and winter months when a reduction in contamination was experienced.
While the bacterial flora in Wells 3, 29, 6, and 36 is a mixture of several species of bacteria,
it is apparent that a gram negative curved rod-shaped bacterium was becoming more prevalent
in these waters. Stained preparations suggested one or more species of vibrio-type bacteria. Also,
.1 coryncbaciena type organism was more common.
94
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The water sampled from Well 29 (four feet deep and within the fill material of
Demonstration Cell 0) was enriched and again a mixed flora of aerobic bacteria was isolated.
A predominant group of bacteria in this well was the genus Bacillus. It is possible that the
shallowness of Well 29 (4-foot depth) and the fact that the water contained a heavy suspension
of soil particles, may have been responsible for the presence of these spore forming Bacilli These
organisms are prevailing in soils owing to the resistant property of its endospore. Throughout
the study, a dense population of these spore forming bacteria could be correlated to intrusion
of surface particles into ground water.
Various methods were used in an attempt to isolate fecal coliforms from ground water.
Tests for the direct isolation of fecal coliforms proved negative in all instances. Analyses of isolates
obtained by other methods of coliform detection showed that none was a fecal coliform. Tests
for enterococci were negative for ground water samples. Accordingly, no species of Salmonella
were isolated directly or by enrichment.
The 50 isolates derived from total aerobic bacterial counting plates were differentiated
under aerobic conditions and the metabolism demonstrated by these organisms were primarily
oxidative. It should be indicated that more than 80 percent of the isolates were found to be
facultative with respect to oxygen requirements. These organisms may serve to keep the
oxidation-reduction potential favorable to the anaerobic digestion of the waste (Hobson and Shaw,
1971. . The orSanisms maY be associated with the initial hydrolysis of the waste under anaerobic
conditions. The isolates failed to show aerobic degradation of starch or cellulose, although a large
percentage of them did hydrolyze milk and gelatin protein and lipids in vitro. The same organisms
were not tested for their abilities to metabolize complex molecules under an anaerobic atmosphere.
Until just recently (June 1973), facilities to conduct large scale analyses of anaerobic activities
of facultative, aerobic bacterial isolates, were not available. The accepted identification schemes
for these organisms were keyed to aerobic metabolism, however.
The selection of gram positive bacteria in phenylethanol agar has indicated that these
organisms constituted only a very low percentage of the bacteria present in ground waters.
Staphylococci (coagulase positive) were never detected. This finding supports the data which
showed that the bulk of the aerobic isolate in total count analysis were gram negative bacteria.
As already indicated, these gram negative bacteria were mostly facultative and were capable of
playing a role in anaerobic digestion.
A complete record of the obligate anaerobic bacteria was probably not accomplished
owing to the extreme sensitivity of these organisms to oxygen and inability to provide highly
reduced conditions throughout every step of the sampling process. An examination of isolates
from total anaerobic count platings and cooked meat medium enrichments showed that 95 to
99 percent of these organisms were species of the endospore-forming Clostridium or facultative
Bacillus. Clostridia,' isolates were examined for identification and their biochemical activities.
Further biochemical studies will attempt to demonstrate quantitatively the numbers of anaerobes
which are amylolytic, cellulotic, and proteolytic.
95
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An anaerobic bacteria indicator can be applied to the landfill study. Quantitarivt
enrichment techniques for sulfur-reducing bacteria showed that these organisms (principally
Desulfovibrio) were present in high numbers in Well 29 water which was in closest contact with
the anaerobic digestion taking place in Demonstration Cell 1. No other ground water sample
showed more than a low background count of the sulfur-reducing bacteria. These orgjnism:.
decompose sulfur-containing materials to release sulfide or reduce inorganic sulfur compound-
A high organic content is probably necessary to support the anaerobic sulfur-reducing organisms
The increases in numbers of the sulfur-reducing bacteria serve to indicate a high organic content
in ground water. Counts of 1,000 to 3,000 sulfur-reducing bacteria per milliliter were observed
in water from Well 29 whereas the counts were normally less than 100 (or zero) in all othc,
ground water samples.
There is no indication that ground water is being contaminated beyond the periphery
of the fill cells. The bacterial populations remained heterogeneous with some evidence that in
the more polluted ground water, some species could become predominant in time. A larger bacteria!
population was observed as ground water received leachate but it declined as conditions became
toxic.
Deep Well - Water Quality. The sampling of waters from the Floridan aquifer wai
extremely limited. Data reflected an alkaline condition with pH values between 7.2 and 7 5.
Hardness determinations resulted in a wide range of conditions from 53 to 176 milligrams, per
liter as calcium carbonate. Likewise, conductivity and total dissolved solids displayed a range
of 154 to 379 micromhos per centimeter and 105 to 264 milligrams per liter, respectively. Chemical
oxygen demand of the water was low (8 to 17 milligrams per liter). Concurrent carbon analysis
revealed low organic carbon concentrations (less than 20 milligrams per liter) and high carbonate
carbon values. None of the wells contained more than 1 milligram per liter of sulfide. Values
obtained for methylene blue active substance from these waters were about 30 micrograms per
liter. Total aerobic and anaerobic counts of bacteria in artesian waters ranged from 1.5 x 103
to 30 organisms per milliliter. Fecal coliforms were not detected. No leachate contamination was
detected.
Soils Studies
Citations from the Ardaman report2 on geology and hydrology have been covered
generally under the section on Site Selection. Details of soils studies from that report and by
Florida Technological University are of interest. Ardaman took three lines of borings through
the center and edges of the control cell site (Figure 38). Boring logs to 50 feet deep and sieve
analyses indicated a top layer 14 to 30 inches thick of loose, permeable fine sand (K = 700
to 800 feet per month) with a more dense and more impermeable fine sand, "hardpan", below
this layer (Figure 39). Inspection of the logs indicated the hardpan to be from two to six feei
in thickness and to generally overlie the entire site. This reddish brown to dark brown fine sand
was readily evident in the cuts for cell construction and on excavation produced some chunks
or rocks which were soft and breakable when wet. Sieve analysis of the hardpan indicated it
was about 90 percent (by weight) finer than a Number 60 U.S. Standard sieve size. Ardaman
96
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64
ENTRANCE ROAD
78
DEMONSTRATION
CELLS
DEMONSTRATION
CELLS
,78
\ ,<
+,+
82 '"\^ ^/
84
See Figure 39 for cross sections
Ground water table contours at date of borings.
Topographic contours.
0 200 400
SCALE-FEET
SOILS LEGEND
1. Light grayish brown to light brown fine sand-very loose to loose.
2. Dark reddish brown fine sand to dark brown fine sand (hardpan)--medium
compact to dense.
3. Light brown to brown fine sand-loose to medium compact.
4. Dark brown to brown fine sand.
5. Dark brown to brown clayey fine sand.
6. Light brown to brown fine sand-medium compact to dense.
7. Greenish gray to gray fine sand-medium compact.
8. Gray clayey fine sand-medium compact.
9. Gray slightly silty to silty fine sand with finely broken shell-loose to dense.
10. Dark gray clay with finely broken shell-stiff.
FIGURE 38. SOIL BORING LOCATIONS
97
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< 80
7b
70
TH TH
No. 1 No. 2
i-
<
80
75
70
65
60
55
50
45
40
35
i
_
i
f,
-
_
ID
SECTION E-E
NOTE: See Figure 38 for soils legend.
FIGURE 39. CROSS SECTION OF SOIL BORINGS
98
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cited a coefficient of permeability of 40 to 100 feet per month (K = 4.7 x 10'4 to 1.2 x 10'
ccntimctcrs per second), typical of a fine sand.38 This hardpan layer was intersected by the
solid waste cells. It was underlain by loose sand having a permeability ranging from 700 to 1,000
feet per month.2 Since solid waste cells intersected permeable layers of the top and bottom,
lateral travel of leachate could occur if there was a sufficient hydraulic gradient. The natural
site did not possess this gradient. The soil borings (Figure 39) and the deep well borings (Figure
40) indicated the clay and geologic components which restrict the vertical travel of leachatc
contaminated ground water.
Additional soils investigations were conducted at the site from 1971 to 1973. The
objective was to better evaluate the passage of water in the soil. Surface sands at varying depths
to about 18 inches were sampled at five well sites near the demonstration and control cells.
The sands were light gray to medium dark in color. Sieve analyses showed about 97 percent
passing a size 40 sieve, 75 to 85 percent size 60, but only 5 percent a size 140. These were
fine to medium sands with some organics adding the black color. Permeability averaged 1.3 x 10'
ccntimerers per second, characteristic of sand offering good drainage.38 The specific gravity, voids
ratio and porosity were 2.60, 0.84 and 0.46, respectively. Additional measurements of permeability
were made along the cells and drainage system. Some samples were taken horizontally and some
vertically at varying depths above the water table, to about 7 feet from the ground surface (just
above water). Analyses were performed on 14 samples, six of light colored fine sands, eight on
hardp.m type malciial. The permeabilities of the first ranged from 10-3 to 10-2 centimcteis per
second. The haiclpan ranged from 10'4 to 10'3 centimeters per second. No differential ion was
seen between the samples in the horizontal and vertical directions, thus the water percolation
should take place equally well in each direction under adequate hydraulic gradient.
Samples were taken from the final cover of two cells to examine the same characteristics.
In covering using pans r.nd bulldozers, sands were mixed and compacted to some extent. They
were not seeded immediately but were allowed to consolidate under the natural rainfall. The
Demonstration Public Cell was completed and covered in October 1972. In April 1973, six months
later, soil samples wcic taken from 12 grid points on the cover of the cell, which measured
about 230 feet by 520 feet in area. Sample depths were varied in the two feet of final cover.
Analyses indicated an average permeability of 3.1 x 10'3 centimeters per second compared to
the 1.3 x 10'2 centimeters per second found for the surface sands at the well sites. The voids
ratio and porosity averaged 0.66 and 0.40, respectively, compared to 0.84 and 0.46 previously
cited. Mixing, placement, and consolidation resulted in a cover of slightly higher density and
reduced permeability than the natural surface. The material still allowed ready passage of rainfall,
and with only a 2 percent cover slope planned, little runoff should occur. One other cell,
Demonstration Public Cell 2, covered in February 1973, was examined in May 1973. A
three-sample avci.igo of cover piopertics showed a permeability, voids ratio, and porosity of
6.4 x 10'3 centimcteis per second, 0.92 and 0.46, respectively, somewhat changed from original
conditions. It appealed .igain in this more recent cover that permeability decreased but still allowed
ready percolation.
99
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R
LEGEND OF FORMATIONS
i
2
3
4
5
6
7
8
9
10
11
12
Sand
Sand and Shell
Clay and Sand
Shell and Clay
Sand. Shell and Clay
Hawthorn (scft)
Hawthorn (medium soft)
Hawthorn (medium hard)
Hawthorn (hard)
Limestone (soft)
Limestone (medium hard)
Limestone (hard)
WELL
DEPTH
NOTES
CASING
DIA DEPTH
A 460' 6" 239'
B 340' 4" 208'
C 280' 4" 163'
D 320' 4" 168*
PIZZOMETRIC
SURFACE
41'
4O'
40'
45'
FOR LOCATIONS SEE FIGURE 32
1
3
2
4
3
5
10
~^
10
12
8 ^
9
10
1
2
4
-
8
9
8
12
10
12
!
12
1
2
7
8
9
8
6
11
10
1
3
5
7
8
12
11
10
12
10
12
GROUND
SURFACE
1 jO
FCET
FIGURE 40 DEEP WELL BORING DATA
100
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Observation of the after effectb of rain storms indicated that the site dried up rapidly
except where a hardpan and mucky layer existed at the bottom of a cut. In that event water
stood a few d.iys. In other locations it readily disappeared through percolation, leaving a rapidly
drying surface. An excellent example of the rapid drainage occurred March 26, 1973, when 1.25
inches of rain fell overnight. The site was almost dry the next morning during the visit of the
attendees at the Solid Waste Management Seminar being held to discuss results of the landfill
in Orange County and other locations. It was a fortunate occurrence and demonstrated the
opcrability of the site under adverse conditions.
The foregoing analyses would seem to indicate that infiltration of water at the site
should be high with water easily passing to the landfill, causing rapid saturation and subsequent
leachate migration. As indicated in the literature review section, leachate was expected to develop
and migrate rapidly in this snndy environment. However, the latter was not observed. When leachate
was detected, it was restricted in horizontal travel and was found only in wells close by cells.
It appears that a number of factors were acting: (1) the soils readily absorbed moisture; (2) a
great amount of this moisture could have been lost back to the atmosphere by evapoiation from
the upper permeable sands and from the fill; and (3) more water may have been required to
reach field capacity than the minimum cited in the literature. The site is flat and subject to
sun and wind which causes dry surface conditions and promotes rapid evaporation after short
rains. No migration wai observed in this demonstration cell area. In the control cells, however,
leachate in wells at the cell perimeters was observed within one year after filling.
Another facet of interest was the horizontal travel of leachate from the cells. As indicated
by the soils studies, tho lower sands were relatively permeable. In the demonstration cell area,
however, the ground water table was lowcied by ditching. In this section leachate was not observed
in the wells exterior to the cells or in the pond receiving drainage water from the cell area.
Considering the foregoing discussion, it appears that leachate did not migrate from the cell area
during the project life. Thai leachate was produced is shown by data of Wells 3 and 29 located
within a demonstration cell. In the control cell section, wells near the perimeter of cells started
showing leachate in July 1972. These control cells were constructed with bottoms below the
natural ground water table. Hence the lower portion of the fill was saturated. Even though the
soils were very permeable the small hydraulic gradient (1:150) minimized horizontal travel of
leach ale.
In summary, the environmental quality, geologic, and soils studies indicate that the
site is acting like a flat saucer of sand and water. Water can percolate readily vertically and
horizontally tluough ihc sands nt the site, if a gradient exists. However, it appears that the water
table of the .irca has such «»m
-------
Weather Monitoring
A weather monitoring station was established at the demonstration site for the
continuous recording of precipitation and air temperature. A Belford Instrument Co., Model 595,
tipping bucket with a Model 592-1 recorder and counter was used for precipitation measurements.
The air temperature was monitored with a Bacharach Instrument Co., Temp-scribe, Model STA,
seven day temperature recorder. Installation of these items occurred in July 1971. These data
were recorded on a daily basis (Volume II, Table 25).
The normal rainfall for Orlando is 51.37 inches per year with the rainy season extending
from June through September barring tropical storms in October. Normal rainfall and summary
data are presented in Volume II, Table 26. During 1970 and 1971, the annual rainfall was 43.96
and 44.78 inches, respectively. These low annual rainfall values indicate a deficit of 7.41 inches
in 1970 and 6.59 inches in 1971. Precipitation in 1972 (51.49 inches) increased over the previous
two years to a normal condition and 1973 appears to be another year of average rainfall. The
greatest amounts of rainfall in excess of average monthly values appeared in October 1971 and
August 1972. Other months having rainfall of more than 3 inches above normal were February
and November of 1972 and January 1973. October 1971 and August 1972 were also the two
months of the project with the largest amount of precipitation (10.93 and 14.48 inches,
respectively).
Normal monthly temperatures ranged from 63F to 84F during this period of study.
Average monthly normal temperatures for Orlando are between 60F and 83F. A 20 degree
difference between maximum and minimum daily temperatures was typical.
Student Involvement
A secondary goal of the solid waste environmental investigation set by the
U.S. Environmental Protection Agency was to involve students at Florida Technological University
in the sampling and analysis work. This had the objective of making more students aware of
landfill and general environmental sampling and analysis practices, as well as improving their
discipline competence. It also would assist in strengthening environmental engineering and science
programs at the University. These were in addition to providing technical support in the data
gathering phase.
Each faculty investigator employed several students on the project. In addition, a number
of students were interested in facets of the environmental assessment and accomplished special
topics investigations for the faculty involved. A total of twelve students were employed: three
on miciobiology, six on chemistry and three on environmental engineering topics. In addition,
seven students accomplished special topics investigations: four in the chemistry area, two in
microbiology nnd one in engineering. Thus, nineteen students accomplished tasks on the project.
The twelve paid students woikcd directly on the analyses used in deriving the data tables in
this report. Some student assistance was also paid for in administration of the grant to provide
typing, xeroxing, and similar support.
102
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Topics of the students doing work independently of grant funds included investigation
of separation of acid and base soluble lignin fractions in ground water, ultraviolet and visible
absorption spectra of water soluble lignins, and a literature survey of lignins and natural ground
water contaminants. Oilier subjects examined included the characteristics of a microorganism
isolated from Well 3, a very heavily contaminated water. The objective was to establish an indicator
organism, if possible, which could be correlated with leachate contamination. A second
microbiology student studied the survivability of E. coli and Staph. aureus in natural ground
waters from the sanitary landfill area. Survivability exceeded 14 days though numbers decreased
with time. One engineering student examined the hydrology of the landfill site and attempted
to establish a mathematical correlation between rainfall and ground water levels for future
prediction of ground water levels. At the time no site rainfall data existed, hence that at a nearby
community was used. No correlation was established. Later rainfall and ground water level data
at the site will offer opportunities for additional studies on correlation. All of these special topics
investigations were directly beneficial to the environmental quality investigation and were done
at no labor cost to the project though some laboratory supplies were used.
As with all investigations of this type, results have influenced instruction of students.
Over the three years of the project, classes or individual students have made visits to the project
from personal interest and as part of the classroom instruction. Class visits were by environmental
engineers. The overall impact has been good and has been of direct assistance to the University's
environmcnt.il education and research programs.
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ECONOMIC ASSESSMENT
Initial capital outlay associated with the institution of the solid waste disposal system
at the "Demonstration Landfill" resulted primarily f.om three types of expenditures. These were:
(1) land acquisition including access road right-of-way, (2) purchase and/or overhaul costs of
operating equipment and (3) site development. Additionally, there were engineering fees related
to the development of permit applications, preliminary environmental assessment reports, and
construction specifications. Due to the experimental nature of the "Demonstration Landf.ll these
consulting fees were greater than those associated with the development of a non-experimental
facility. Engineering and consulting fees for this Demonstration Landfill are not representat.vc
for a typical landfill and therefore are not presented.
Land acquisition consisted of the purchase of the 1,500 acre site and the right-of-way
for the access road from Curry Ford Road to the site. Equipment expenditures included the
overhaul of County owned units and the purchase of units specifically for landfill use. Initially,
the following equipment, owned by the County, was available for landfill use and required no
capital outlay:
2 International TD-20 dozers (14 years old)
(One of these was traded April 1972 on a new TD-25C dozer)
1 International TD-15 dozer (14 years old)
1 Hough H90 front-end loader (6 years old)
Costs associated with site development included clearing, access roads, drainage and
landfill facilities. Most of these costs were incurred on a one-time basis and were basically those
associated with making the site available for landfill operations (Table 3). Construction and
operating costs, as they accrued during the project, are tabulated separately followmg this initial
costing data.
From June 1971 through June 30, 1973, the landfill site has accepted a total of 280,047
tons of solid waste, of which 92,649 tons were deposited in the "control cells", 140,492 tons
in the "demonstration trailer cells", and 46,906 tons in the "public cells", as shown on Table 4
The "public cells" were used continuously from October 1971 through February 1973. Control
cells" and "demonstration trailer cells" were not used simultaneously. However, there were periods
of transition from one type of cell to the other when "control" and "demonstration cells were
both in use at the same time.
Table 5 is a summary of equipment costs and operating times for the period
July 1 1972 throu-h June 30, 1973. The utilization of some old or overhauled equipment has
resulted in excessive" downtime for repairs and is reflected in the iciatively high operating costs
in some instances. Servicing, parts and labor costs were obtained from County accounting records
submitted monthly. Amortization schedules were computed as per "1971 Estimating Guide for
Public Works Construction" by Dodge,39 with salvage values ranging from 10 to 13 percent of
purchase price, and interest rates of 7 percent. The amortized cost of the administration and
maintenance lacilities, 13 cents per ton, has not been included in the econom.c assessment
calculations.
105
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TABLE 3
SUMMARY OF INITIAL CAPITAL EXPENDITURES
Land Acquisition
Landfill Site (1,500 acres) $ 531,364
Access Road Right-of-Way 1,675
Total Land Expenditures $ 533.039
Equipment Expenditures
1 International TD-20 Dozer (14 years old)
Overhaul cost April 1971 $ 7,000
1 Rex Trash master Compactor (6 years old)
Modification cost January 1971 7,000
Subtotal overhaul/modification costs $ 14,000
1 Northwest 95 Dragline (3 cu. yd.)
(Purchased August 1971) $ 127,000*
1 International Harvester EC-270 Scraper,
Self-propelled (21 cu. yd.)
(Purchased April 1970) 67,717
1 International TD-25 C Dozer
(Purchased April 1971) 65,757
1 International TD-25 C Dozer
(Purchased April 1972) 61.988
Subtotal purchased equipment costs $ 322,462
TOTAL EQUIPMENT COSTS $ 336,462
Site Development Costs
Site Clearing - 50 Acres $ 9,258
Roads
Access road (3.1 miles), entrance fencing
and gate erection. 263,989
On-site roads and staging area. Clearing,
grubbing, filling, and road work. 90,801
Subtotal for roads $ 354,790
Drainage
Outfall canal (2.7 miles) $ 40,960
On-silc drainage, Pond A 19,160
Subtotal for cluinage $ 60,120
106
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TABLE 3 (CONTINUED)
Buildings and Facilities
Concrete block office building with sanitary
facilities, lounge and storage room
(air-conditioned and heated). Concrete floored,
prefabricated metal service and maintenance
building with 3 bays for equipment servicing,
2-post lift, air compressor, 20-ton overhead
bridge hoist. Scalehousc, pump house and pump,
chlorinator room, metal storage building, high
pressure pump (5 gpm 1,000 psi) for trailer
washing, washrack, fuel storage area and
pump. $ 134,580
Truck scales (50-ton capacity) 9,712
Six-inch potable water well 2,119
Telephone lines to site _^'^^
Subtotal for buildings and facilities $ 150.0TT
Total Site Development Costs $ 574,179
TOTAL INITIAL CAPITAL OUTLAY $1,443,680
*Actual price of $114,267 included a $12,733 allowance for trade-in of a 3/4 cu. yd.
American Dragline
107
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TABLE 4
SOLID WASTE DISTRIBUTION
JUNE 1971 THROUGH JUNE 1973
(Tons)
o
oo
PERIOD
1971
June
July
August
September
October
November
December
1972
January
February
March
April
May
June
July
August
September
October
November
December
CC 1
2352
3005
2796
19GO
793
CC 2
.-
__
4274
1300
3606
1837
CC 3
_
_
2352
3005
5000
2921
_
_
_
_.
Control Cells
CC 4 CC 5
_ _
_ _
_
_
_
_
_ _
700
_
_
_ _
2330 -
6489 -
4334 -
31
- 7609
CC 6
_
_
_
_
_
_
2000
2921
6000
4905
_
_
_.
CC 7
_
_
_
_
_
_
_
_
_
_
3579
8442
699
CC 8
__
_
_
_
_
~
_
_
_
_
_
_
_
Public
Demonstration Cells Cells Total
CT 0 CT 1 CT 2 CT 3 CP 1, 2 Deposits
15000
4500
2300
3452
10436
8985
8241
8431
3468
195
_
1533
1545
1748
2156
1470
2403
3750
3131
3780
2583
2287
2569
2575
2139
2665
15000
10737
9855
11544
9898
11744
12760
14186
12116
12021
11014
11691
10895
10488
10612
11961
-------
o
vo
T/SLE 4 (CONTINUED)
SOLID WASTE DISTRIBUTION
JUNE 1971 THROUGH JUNE 1973
(Tons)
Control Cells Demonstration Cells
PERIOD
1973
January
February
March
AM»I|
April
ji
May
June
CC 1 CC 2 CC 3
3664 - -
_ _
CC 4 CC 5 CC 6 CC 7 CC 8 CT 0
- 3658 - - -
147
fmm " t~ 1
~~ _ _
CT 1 CT 2 CT 3 C
' - 5501 -
- 19114 -
- 16926 -
- 17062 -
- 10083 6798
Public
Cells
IP 1, 2
4041
6531
_
Total
Deposits
11363
12032
19261
16926
17062
16881
TOTALS 14510 11017 13278 13853 11298 15826 12720 147 21995 43013 68686 6798 46906 280047
-------
TABLE 5
EQUIPMENT OPERATING COSTS
JULY 1, 1972 THROUGH JUNE 30, 1973
Equipment
Equipment
Scraper
Compactor
TD-20 Dozer
TD-25C Dozer
TD-15 Dozer
Dragline
Service Truck
* Servicing (parts and labor and fuel) includes actual expenditures for the one year period. Amortization
schedule computed as per "1971 Estimating Guide for Public Works Construction" by Dodge, with 7%
interest rate and salvage values ranging from 10-13 percent of purchase price.
** Does not include equipment operator's salary.
Age
6-30-73
3 years
7 years
15 years
2 years
15 years
2 years
1 year
Maintenance
Amortization*
$17,132.15
$16,445.23
$12,118.43
$19,374.42
$11,444.14
$16,472.81
$ 2,506.92
Operating
Hours
1 ,744.0
1,480.0
543.0
1,913.0
612.0
753.0
2,432.0
Down
Hours
1,592.5
1,162.5
2,291.5
1,344.0
737.5
255.0
128.0
Utilization
(Percent)
52.3
56.0
19.2
58.7
45.3
74.7
95.0
Ope rat i
Cost/Hr.
$ 9.82
$11.11
$22.32
$10.13
$18.70
$21.87
$ 1.03
-------
One measure of landfill operating effectiveness is the cost per ton of waste buriccL
For purposes of this report, it must be emphasized that only d.rcct operating; ce»^ arc cons er^d
landfill administration, such as watchmen, clerical, supervise, office suppl.es J"d "^'^^
excluded. Added amortizations which applied only to "demonstration cell construenon mduded
those pertaining to construction of the outfall canal, oxidation pond periphery canal andI drainage
ditches. Amortized costs applicable to both types of cells during the filling process involved on-s.le
roadways and the weigh station.
Cell construction direct costs are shown in Table 6 on the basis of cost per cubic yard
of excava^l Wht essentially the same equipment was used for each type, eelm^ra
slilhtly higher construction cost for the "demonstration type" (or dewatered cell) can be .attributed
to tte additional amortized costs described above. Cell filling direct -sts are shown , Tane 7
on a basis of cost per ton of refuse buried. Significant differences appear in the other amor «d
costs and indications are that "control cell" wet conditions require more care and time expenditure
To, filUnV of an equ.va.ent tonnage than for filling in a dry cell bottom condit.on.
Total direct cost comparisons for the construction and filling of each type.cell, reflected
in dollars per ton of solid waste as shown in Table 8, suggest the economy of operatm
dewatered condition, Theso costs are considered as typical for a operations ode regar e
of the specific cell designation. Significant cost reduct.ons might have been real./ed had mere
been a po'biMty of utilizing newer equipment, thereby avoiding the maintenance expenditures
usually associated with the older pieces.
In the consideration of direct costs only, of initial importance was the determination
of actual operating co
-------
EQUIPMENT
TABLE 6
CELL CONSTRUCTION COSTS
DIRECT COSTS
(Typical Cell)
PERSONNEL
Cell
Designation
Demonstration
Trailer (CT 1
Typical)
Equipment
Used
Scraper
Dragline
Serv. Truck
Oper.
Mrs.
417.0
66.0
66.0
Oper.
Cost/Hr.
$ 9.82
$ 21.87
$ 1.03
Equipment
Costs
$4,094.94
$1,443.42
$ 67.98
Man-Hrs.
Expended
720.0
80.0
99.0
Wages
Paid
$2,412.00
$ 242.00
$ 247.50
Other*
Amortized
Costs
$1,056.00
Total
Direct
Costs
$9,563.84
Excavation
Cubic
Yards
53,925
Cost Per
Cu. Yd.
$0.177
Control
(CC 8 Typical)
Scraper
Dragline
Serv. Truck
87.5
87.0
44.0
$ 9.82
$ 21.87
$ 1.03
$ 859.25
$1,90269
$ 45.32
211.0
130.5
66.0
$ 706.85
$ 413.25
$ 165.00
$4,092.36 26,960 $0.152
'Amortizations of outfall canal, oxidation pond, periphery canal and drainage ditches. These costs are not applicable to Control Cell
construction/operations.
-------
TABLE 7
CELL FILLING COSTS
DIRECT COSTS
(Typical Cell)
PERSONNEL
Cell
Designation
Demonstration
Trailer (CT 1)
Control Cell
(CC 7)
Equipment
Used
Scraper
Compactor
TD-15 Dozer
TD-20 Dozer
TD-25 Dozer
Service Truck
Compactor
TD-15 Dozer
TD-20 Dozer
TD-25 Dozer
Service Truck
tljuirmi
Oper.
Mrs.
139.0
184.0
61.0
326.0
830.0
240.0
153.0
23.0
117.0
195.0
96.0
1IN 1
Oper.
Cost/Hr.
$ 9.82
$11.11
$18.70
$22.32
$10.13
$ 1.03
$11.11
$18.70
$22.32
$10.13
$ 1.03
Equipment
Costs
$1,36498
$2,044.24
$1,140.70
$7,276.32
$8,407.90
$ 247.20
$1,69983
$ 430.10
$2.611.44
$1,975.35
$ 9S.88
Man-Mrs.
Expended
Other**
Wages Amortized
Paid Costs
259.0 $ 867.65
224.0 $ 739.20
690 $ 227.70 $3,748.00
386.0 $1,273.80
8900 $2,937.00
360.0 $ 900 00
960.0* $2,20800
1780
27.0
142.0
2200
144.0
4000*
587.40
89.10
46860 $1,498.00
72600
360.00
92000
Total
Direct
Costs
$33,382.69
$11,464.70
Waste
Deposited Cost
(Tons) per Ton
39,545 $0.844
12,021 $0.954
Note: Fill time for CT 1 was 5 months; for CC 7, 2 months
*Spotter man-hours
**On-site roads and weigh station amortizations
-------
TABLE 8
Cell
Designation
Demonstration
Trailer Cell
(Dewatered)
COST COMPARISON
DEMONSTRATION VS CONTROL CELLS
Direct Costs Only
Construction
$9,563.84
Filling
$33,382.69
Total
Cost
$42,946.53
Tons Waste
Delivered
39,545
Overall
Cost per
r
Ton
$1.09
Control Cell
(Watered)
$4,092.36
$11,464.70
$15,557.06
12,021
$1.21
-------
Overall operating costs considering both "direct" and "indirect" landfill costs derived
from actual, budgeted and estimated data on a fiscal year basis are as follows:
TABLE 9
TOTAL OPERATING COSTS
(direct and indirect)*
Tons Cost Per
Fiscal Year Expenses Deposited Ton
10-1-71 - 9-30-72 $461,296** 138,461** $3.33
10-1-72 - 9-30-73 $393,492+ 178,000++ $2.21
10-1-73 - 9-30-74 $409,344t 228,000t $1.79
*Does not include Debt Service, approximately $150,000/yr.
**Actual total expenses and tonnages
"Budgeted amount
++Estimated tonnage (actual 160,943 tons through August 30, 1973)
tFiscal year projections
For FY 1972-1973, the significant reduction in cost per ton was due in part to the
increased tonnages delivered to the landfill upon closing the Porter facility in Februaiy 1973,
with associated minimal increases in expenditures to accommodate the approximated 6,000 tons
per month of added waste.
Of interest to the project was to demonstrate that the added cost of site improvements
and cell construction in a high water table area to protect water resources was acceptable in
relation to costs of alternate available methods such as incineration. Incineration costs were
developed utilizing limited available information on the construction and operation of incinerator
complexes which incorporated measures for pollution control of flue gases. The available
information gave primarily order of magnitude quantities and costs. Accordingly, many assumptions
had to be made in developing costs for an incinerator of comparable capacity to the landfill
facilities. The assumptions used are given as follows:
1. Incinerator sizing (capacity) was made on the basis of weekly tonnages delivered.
2. Initial .-iced was for two 250-ton per day furnaces, with provision to expand to
four 250-ton per day units by 1990. Volumes projected were 2,300 tons per week
initially and 5,000 tons per week by 1990.
3. A three-shift, five-day week, 24-hour day operation was required.
115
-------
4. The present landfill site area was chosen for location of the incinerator.
5. Water needs were satisfied from a deep well system within the site.
6. Pollution control equipment utilized were multiple cyclones and electrostatic
prccipitators.
7. Salary and wage computations included fringe benefits.
8. Maintenance and repairs costings calculated at 5 percent of capital costs.4^
9. Water-wall furnaces with spray cooling of flue gases were used. There was no sale
of steam.41
10. Assumed 15 percent downtime for repairs.4^
11. Non-incinerable waste was 20 percent by volume of the total waste.4^
12. Average capital cost for building and furnaces (1968) less pollution control
equipment was assumed at $6,150 per ton.4^ This was adjusted to the 1973 cost
index of 161 to reflect a cost of $9,900 per ton capacity.43
13. Utilities costs were calculated at $0.75 per ton incinerated.4^
14. The storage pit handled 1.5 times the daily tonnages.4^
15. Cost of cyclones and their erection was adjusted to 1973 cost index of 147.42.43
16. Cost of electrostatic prccipitator and erection as given by manufacturer based on
current prices and ratcs.42,44
17. Electrical power costs at prevailing rates in the area.4^
18. A tentative incinerator personnel schedule was established consisting of three shifts:
the first shift consisted of 1 supervisor, 1 foreman, 2 clerical, 1 crane operator,
2 firemen, 3 l.iborcis; the second shift consisted of 1 foreman, 1 crane operator,
1 fireman, 2 laborers; and the third shift consisted of 1 foreman, 1 crane operator,
1 fireman and 2 laborers. For residue disposal operations, first shift would consist
of 2 diivers, 1 equipment operator; second shift, 2 drivers; and third shift, 1 driver.
The calculated cost was $11.36 per ton, Table 10, which includes the initial and operating costs
of a landfill facility for disposal of incinerator residue and noncombustible materials.
116
-------
TABLE 10
INCINERATOR CONSTRUCTION AND OPERATION COSTS
First Year Capital Expenditures
Land Area
Facility (20A @ $350/A) $ 7,000
Landfill (200A @ $350/A) 70,000
Right-of-way costs 1,700
Access road construction 264,000
Land clearing and drainage 10,000
Water well supply 2,100
Telephones 3,600
Subtotal Costs $ 358,400
Disposal Equipments
Front-end loader (1 @ $27,000) $ 27,000
Dump truck - 5 ton (2 @ $15,000) 30,000
Subtotal Costs $ 57,000
Structural
Basic building and furnaces $ 5,000,000
Cyclone purchase and erection 92,200
Electrostatic prccipitator purchase
and erection 262,500
Subtotal Costs $ 5,354,700
Total First Year Capital Costs $ 5,770,100
(Include Engineering and Contingencies)
Annual Operating Costs
Incinerator and Disposal Complex
Salaries and Wages (23 personnel) $ 169,500
Utilities (@ $0.75/lon incinciaicd) 89,700
Maintenance and Repairs
Incinerator facility (5% cap. cost) 268,000
Disposal equipment 6,300
Supplies and materials (est.) 4,500
117
-------
Air Pollution Equipment
Utilities (Elcc. @ $0.0195 KWH) 6,300
Depreciation (S.L.)
Incincutor facility 225,600
Disposal equipment 11,400
Debt Service (17 years at 7%) 577^600
Total Annual Operating Costs $ 1,358,900
Tons Delivered to Incinerator 119,600
Total cost/ton delivered, incinerated
and/or processed for landfill disposal $ 11.36
118
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2. Ardaman and Associates. Surface soils, geological and ground water studies for model
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in unsaturated sanitary landfill. Journal of the Sanitary Engineering Division. (1968)
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movement. In Proceedings: 1969 Northeastern Regional Antipollution Conference,
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10. Andersen, j. R. and J. N. Dornbush. Influence of sanitary landfill on ground water
quality. Journal of the American Water Works Association, 59: 457-470, April 1967.
11. Hughes, G. M., R. A. Landon, and R. N. Farvolden. Hydrogcology of solid wastes disposal
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EF-00040-01, 02 and 03, PHS. West Virginia University, Morgantown, August 1966.
119
-------
13. Culham, N. S., and R. A. McHugh. Leachalc from landfill may be new pollutant. Journal
of Environmental Health, 31(6): 551-556, 1969.
14. Quasim, S. R. and J. C. Burchinal. Leaching of pollutants from refuse beds. Journal
of the Sanitary Engineering Division, Proc. ASCE 96 (SA1): 49-57, February 1970.
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porous media. Journal of the Water Pollution Control Federation, 30: 1-13, 1958.
16. Burchinal, J. C. Microbiology and acid production in sanitary landfills, summary report:
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and Welfare, 1970.
17. Cook, H. A., D. L. Cromwell, and H. A. Wilson. Micro-organisms in household refuse
and seepage water from sanitary landfills. In Proceedings 39, 1967. West Virginia
Academy of Science. p130-136.
18. Sproul, O. J., L. R. Larochelle, D. F. Wcntworth and R. J. Thorp. Virus removal in
water reuse treating processes. In Symposium: Chemical Engineering Progress
Symposium Series 63 (No. 78). p130-136.
19. McGarry, M. G., and Bouthillicr, P. H. Survival of S. Typhi in sewage oxidation ponds.
Journal of the Sanitary Engineering Division, Proc. ASCE 92 (SA4): 33-43, August
1966.
20. Klock, J. W. Survival of Coliform bacteria in waste water treatment lagoons. Journal
of the Water Pollution Control Federation, 43: 2071-2083, October 1971.
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26. Butler, J. E. The controlled landfill in Brevard County, Florida. Presented, Solid Wastes
Management Seminar, Orange County and Environmental Protection Agency,
Orlando, Florida, March 27, 1972.
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5-6, 1973.
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pollutants, 3rd Edition, SWUE - 16, Drexel University, Philadelphia, Pennsylvania,
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29. Hester, F. E., and J. S. Dendy. A multiple-plate sampler for aquatic macromvertebratcs.
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31. Beyers, Robert j. A pH-carbon dioxide method for measuring aquatic primary
productivity. Bulletin of the Georgia Academy of Science, 28: 55-68, 1970.
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from a humic podzol. Canadian Journal of Soil Science, 49:151-158, 1969.
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York, 1966.
34. Theng, B.K.G., J.R.H. Wake, and A. M. Posner. The humic acids extracted by various
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36. Collins, V. G. Distribution and ecology of bacteria in fresh water. Proc. Soc. Wat. Treat.
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121
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38. Urquhart, L. C., Editor. Civil Engineering Handbook, Fourth Edition. McGraw Hill Book
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43. ENR Indexes Show 1973 Costs Accelerating. Engineering News Record, March 22,1973.
44. Personal communication. R. Hahn, Wheclabrator-Frye, Inc. (Pittsburgh Division) to H.
D. Master, VTN Inc., September 1973.
45. Personal communication. W. Lowe, Florida Power Corporation to H. D. Master, VTN
Inc., September 1973.
122
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APPENDIX
LABORATORY PROCEDURES
Chemical Procedures
Reagent Preparation. Proper preparation of reagents is the foundation of meaningful
and accurate analytical procedures. Maximum care must be taken in preparing reagents, especially
those which arc primary standards and whose strength cannot be easily checked. When required
for weighing a specific quantity, reagent chemicals arc dried at 103C before weighing. Deioni/ccl
water is used in the preparation of all reagents. Specific instructions for the preparation of reagents
are found in the 13lh 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
chloride is used as the sensing element. The normal limits of accuracy reported for this method
are +.0.1 pH unit.
Alkalinity. Total alkalinity is determined in accordance with the procedure described
in Standard Methods. End point is determined potentiometrically by titrating to a pH of 4.5.
This method is free of interferences due to residual chlorine, color and turbidity. Accuracy is
reported to be ± 3 mg/l expressed as CaCO3 using this method.
Acidity. Acidity is determined in accordance with procedures described in Standard
Methods. The analysis is carried out hy titrating the alkalinity with a standard sodium hydroxide
solution to a pH of 8.3 as determined potentiometrically. Selection of this method was based
on the elimination of residual chlorine, color and turbidity interferences.
Suspended Solids. Total suspended solids are determined by sample filtration through
a glass filter pad. The glass fiber pads used are 2.1 cm glass fiber filters, grade 934AH,
manufactured by Reeve Angel, Clifton, New Jersey. During filtration, the filters arc supported
by Gooch crucibles. Samples are dried at 105C avoiding the volatilization of organic matter and
the loss of chloride and nitiate salts. The procedure used is described in Standard Method*.
Ammonia Nilroscn. Ammonia nitrogen is determined according to the Nesslerization
Method with the clislillntion ol pH 7.4 into 0.02 normal H2SO4 as described in Standard Methods.
A Bausch and Lomb Spcclronic 20 is used unless concentrations arc high. In that case, a tftration
detci mines the concentration using sulfuric acid and avoids interfeiences encountered when boric
acid is used.
*Amcrican Public Health Association, American Water Works Association and Water Pollution
Control Federation. Standard Method* for the Examination of Water and Waslewuter. 13th ed.
New York, New York, American Public Health Association, 1971.
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Total Organic Nitrogen^ Kjeldahl Method and Nesslerization Measurement, in Standard
Methods, using a Bausch and Lomb Spectronic 20 measure color intensity. The distillation is
done in 0.02 normal H2SO4.
Nitrate Nitrogen. Nitrates were determined in accordance with the modified brucine
method as described in FWPCA Methods for Chemical Analysis of Water and Wastes. Methyl
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 Methods.
Biochemical Oxygen Demand. The 5-day biochemical oxygen demand (B.O.D.) is
determined in accoidance 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 dichromatc 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
arc: 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 argentometric method
described in Standard Methods. As of August 1972 (data nol included in this report), the method
was changed to the mci curie nitrate method due to its superior end point.
Sulfatc. The turbidimctric method is used following the procedures of Standard Methods.
This method was selected bcc.iuse of its ease and speed of determination over the gravimetric
method.
Hardness. Total haidncss is calculated using the concentrations of calcium, magnesium,
iron, aluminum, and /inc ,is described in Standard Methods. This method was selected due to
its accuiacy and the availability of determinations by atomic absorption.
124
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Phosphate. Ortho-phosphate concentration is determined in .iccord.mce with the stannotis
chloride method described in Standard Methods. This method provides good sen sitiviiy -Colo.
intensity is measured using the Bausch and Lomb Spectronic 20 at a wavelength of 6JO
millimicrons. The samples are filtered prior to analysis, to remove turbidity. Total phosphates
are determined by this method after a pcrsulfate 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 millililcrs are pipetted into a tared weighing dish. Following
evaporation to dryness at 103C, samples arc cooled in a desiccator and weighed. Total dissolved
solids are also arrived at by the difference of suspended solids and total solids.
Volatile Dissolved Solids. Dried samples from the previous lest are placed in a muffle
furnace at a temperature of 600C for 30 minutes. The loss in weight corresponds to the volatile
dissolved solids.
Hydrogen Sulfide. Sulfides were determined by the methylene blue photometric method
as outlined in Standard Methods.
Organic Content. A Beckman DS-2A ratio recording spectrophotometcr is used. The
ultravioletTbsorption spectrum, 190 to 360 millimicron wavelength is recorded for each water
sample after suspended solids have been removed by centrifugal!on. 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 wavclcnglh, also was
taken for color analysis and to iclate color to organic contamination.
Organic Compounds. A Hewlett Packard, Model 7620A, gas chromatograph with dual
flame ionization dctcctoi is used. Initially, direct injeclion of 10 microlilers of walcr samples
was done with negative results. Subscquenlly, 100 ml of water from each well was extracled
wilh CHCI3, the extract dried, then taken up in 30 microliters CHCI3. The microlilers 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.
Linear Alkyl Sulfonatcs. Analysis used the methylene blue technique as described on
pages 339-342 in Standard Methods.
Wen/el, D.W., and R.F. Vaccaro. The measurement of dissolved organic and paniculate carbon
in sea 'water. Limnology and Oceanography, 9: 138-142, 1964.
"Aimstrong, F.A.J., and G.B. Bolach. The ultraviolet absorption of sea water. Journal of the Marine
Biologist Association, (United Kingdom), 41: 591-597, 1961.
125
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Biological Procedures
Phyloplanktcn. Phytoplankton samples are quantified in a Sedgewiek-Rafter cell using
the strip counting method. The clump count is expressed as algae per milliliter. Live and dead
diatoms are differentiated observing preparation of permanent diatom slide, using Hyrnx mourning
media (R.I. 1.65) following the procedure of Weber.* Chlorophyll-a and phaopigmcnts
(phaophytin, phaophorbide and chlorophyllide) are analyzed spectrophotometrically according 10
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. Pcriphyfon analytical methods are the same as phytoplankton wilh the
exception of a few variations in procedure. The four slides preserved in five percent formalin
solution are scraped with a razor blade and the scrapings returned lo the jar. Aliquots of this
are used for diatom slide preparation, quantification and identification. The counts obtained are
expressed in cells per square millimeter. The four slides placed in 90 percent aqueous acetone
are used in chlorophyll analysis following the trichromatic method and the method for
chlorophyll-a in the presence of phaopigmcnts. Both methods employed are recommended by
the A.P.H.A. The pigments are expressed in milligrams per square meter.
Macroinvertebrarcs. When the multiple-plate samplers are returned to the laboratory,
each sampler is disassembled and scraped with a brush into a white porcelain pan for sorting!
All specimens are 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 cthanol. For both sampling method:, a pollution
index developed by Beck was applied as a tool for presenting water quality from the
macroinvertcbrate data. The Uiotic 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.
Total Bacterial Count. Aliquols of diluted or undiluted water samples are cultured in
triplicate plates employing iryptone glucose extract agar (Difco), supplemented with yeast extract
(Difco). Dilutions were pic pared in either Tryptonc Glucose Extract broth or 1 percent water.
+VVcher, C.I. Methods of collection and analysis of plankton and periphyton samples in water
pollution suiveilljincc system. Water Pollution Surveillance System Application and Development
No. 19, 1966.
126
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Pour plate techniques are used in obtaining colony counts. For determining the count of aerobic
organisms representative pour plates arc incubated at 30C for 48 or more hours. To determine
the total count anaerobic organisms, the same medium is employed and the plntcs subsequently
placed in Gas Pak anaerobic jars. Anaerobic conditions are produced by use of a Gas Pak anaerobic
generator (BBL). The anaerobic jars are incubated at 30C for 7 days. Counts arc made at the
end of the incubation period. Since the usual sampling procedures in the field preclude protection
of the fastidious anaerobic bacteria during sampling and delivery, the anaerobic bacterial counts
probably represent facultative anaerobic and/or obligately anaerobic spore-forming bacteria.
Selection and Enumeration of Specific Types of Bacteria. To count sulfur-oxidi?ing
bacteria, 2.0 milliliter volumes of water samples were plated in Thiobacillus Agar (Difco) and
incubated at 30C for 7 days. For enumeration of sulfur-reducing bacteria, 2.0 milliliter volumes
of water samples were plated in a selective medium designed for detection of Desulfovibrio species.
These platings were placed in anaerobic jars and incubated anaerobically for 14 days at 30C.
Coliform Analysis. Most probably number analyses employing lactose broth tubes were
used to detect coliforms. Alternate to the above method, both total coliform counts and fecal
coliform counts are obtained by the Standard Methods filtration techniques using 100 to 200
milliliters of water for filtration. The medium used for total coliform counts is M-Endo broth
(Difco) and m-FC broth (BBL or Difco) for fecal coliform counts. Filters placed on m-Endo
broth are incubated at 35 to 37C for 24 hours while those filters plated on m-FC broth are
incubated at 44.5C for 24 hours.
Enterococci. One hundred milliliters of a water sample are filtered by membrane filter
techniques. Filters are placed in Enterococcus agar in millipore dishes. Plates are incubated for
24 to 48 hours at 35 to 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 41C for 48 hours, agar media of Bismuth Sulfite and SS are streaked to
isolate organisms growing in the Tetrathionate broth. Isolates arc subcultured to TS1 slants which
are examined for biochemical characteristics of Salmonella.
Alternately, gauze pads are immersed at the three surface water stations for 5 days.
The retrieved pads are placed in flasks containing 500 milliliters tetrathionate broth and incubated
24 to 48 hours at 41 C. After incubation, isolation techniques are performed as described. If
Salmonella are suspected they are subjected to numerous differentiation tests used to identify
enteric bacteria.
Staphylococci. To detect and quantify Staphylococci, agar media of Mannitol Salt Agar,
Phenylcthanol Agar, Staphylococcus Medium 110, and Tellurite Glycine are inoculated with 0.1
to 2 milliliter portions of ground water samples. Alternately, water samples are filtered through
membrane filters, with (he filters being placed on m Staphylococcus broth. Inoculated materials
arc incubated at 37C for 24 to 48 hours.
127
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Actinomycetes and Fungi. To isolate actinomycetc organisms, 0.1 millilitcr of each water
sample is plated on Actinomycetc Isolation Agar (Difco) and spread by sterile spreader. Counts
of filamentous fungi are made by adding 0.1 to 0.2 millililcr of each water sample in Cookc
Rose Bengal Agar. Inoculated materials are incubated at 30C for 4 or more days.
Limited Biochemical Characterization of Bacteria. Attempts are made to distinguish
bacteria according to their capacity to degrade and utilize complex natural substrates. Examples
of these substrates are: cellulose, starch, proteins, and lipids. From 0.1 to 2.0 millilitcr of each
water sample is inoculated on agar medium containing the above substrates and spread over the
surface. Counts of organisms degrading these substrates are obtained and compared to total count
studies.
Differentiation of Species Isolated on Total Count Platings. All distinguishable colonies
detected on total count agar plates are streaked on Tryptonc Glucose Extract agar for 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. Anaerobic bacterial isolates are prepared by enriching for these organisms in cooked
meat medium. Dilutions of enrichment cultures are plated by spreading on blood agar. Isolated
colonies are purified on blood agar plates and maintained on blood agar slants or stored in cooked
meat medium. Identifications are made according to procedures outlined by the Communicable
Disease Center (Atlanta), anaerobic laboratory.
Studies of the growth characteristics of the predominant species of bacteria isolated
from Well 3 water samples include preparation of a medium suitable for optimum growth of
the organism. Incorporation of 25 percent (volume to volume) of water from Well 3 is routinely
done. Citrate buffer is used to adjust the pH to the desired value. The base medium constituents
are those provided in Tryptone Glucose Extract Agar.
Survival studies of pathogenic and/or resistant type bacteria are performed by inti oclucing
one milliliter of the selected organisms to 99 milliliters of water obtained from Well 3. The
organisms employed in the study included Salmonella typhimurium, Escherichia coli, Pseudomonas
aeruginosa, and Staphylococcus aureus (coagulase positive). A 24-hour culture of each organism
is prepared, diluted 1 to 10, and one milliliter of the dillution is then introduced to 99 milliliters
of the water sample. Initial pH measurement is obtained as well as the zero-time viable count.
The inoculated water is stored at ambient temperature and sampled for surviving organisms each
24-hour interval by routine dilution and plating techniques. A final pH is taken at termination
of experimentation. A second survival study is performed exactly as above except that the initial
pH of the water from Well 3 is adjusted to a near-neutral pH.
128
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Soil Procedures*
Sieve Analysis. Approximately 500 grams of soil are oven dried overnight at 105C and
weighed. The sample is sieved in a U.S. Standard sieve scries to determine size distribution.
Permeability. A Soiltest Model K-605 combination pcrmeameter is employed, using a
constant head technique.
Specific Gravity. A displacement technique using a 500 milliliters pycnometer is
employed!
Voids Ratio. A measured volume of soil is dried overnight at 105C and weighed. Knowing
the specific gravity, the voids ratio and porosity may be calculated.
*Lambc, W.T., Soil testing for engineers, John Wiley and Sons, Inc., New York, New York, 1958.
129
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THE FOLLOWING PAGES ARE DUPLICATES OF
ILLUSTRATIONS APPEARING ELSEWHERE IN THIS
REPORT. THEY HAVE BEEN REPRODUCED HERE BY
A DIFFERENT METHOD TO PROVIDE BETTER DETAIL
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FIGURE 6 Cypress Stand in Swampy Area of Landfill Site
Prior to Drainage Improvements.
20
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MODEL
DEMONSTRATION LANDF
ENVIRONMENTAL PROTECTION
OFFICE OF SOLID WASTE MANAGEMEN
PROJECT 5 8022.83
CONSULTING SERVICES
VTN INC.-FLORIDA TECHNOLOGICAL UNIV
MIGE COUNTY POLLUTION CONTROL DEPART
UNDEP DIRECTION OF
SUPERINTENDfNT OF- SOLID WASTE DISPOSA
FIGURE 9. Entrance Landscaping and Sign, Orange County Sanitary Landfill.
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FIGURE 17. Landfill Office and Equipment Maintenance Building
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FIGURE 18. Scale House, Orange County Sanitary Landfill.
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FIGURE 27 View of Typical Refuse Being Accepted at the Orange County Sanitary Landfill.
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FIGURE 29. 24-Hour Composite Sampler for Surface Water Sampling
63
This page is reproduced at the
back of the report by a different
reproduction method to provide
better detail.
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FIGURE 30. Multiple-Plate Macroinvertebrate Sampler.
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-IGURE 34. Shallow Well Cluster for Ground Water Sampling
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FIGURE 35. Vacuum Chamber for Shallow Well Sampling.
82
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