6EHV
United States
Environmental Protection
Agency
Municipal Environmental Research
Laboratory
Cincinnati OH 45268
EPA-600 2-79-053a
July 1979
Research and Development
Investigation of
Sanitary Landfill
Behavior
Volume I
Final Report
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology. Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
6. Scientific and Technical Assessment Reports (STAR)
7 Interagency Energy-Environment Research and Development
8. "Special" Reports
9. Miscellaneous Reports
This report has been assigned to the ENVIRONMENTAL PROTECTION TECH-
NOLOGY series. This series describes research performed to develop and dem-
onstrate instrumentation, equipment, and methodology to repair or prevent en-
vironmental degradation from point and non-point sources of pollution. This work
provides the new or improved technology required for the control and treatment
of pollution-sources to meet environmental quality standards.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.
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EPA-6oo/2-79-053a
July 1979
INVESTIGATION OF SANITARY LANDFILL BEHAVIOR
Volume I. Final Report
A.A. Fungaroli
R. Lee Steiner
Drexel University
Philadelphia, Pennsylvania 19104
Research Grants R800777 and R8019^7
Project Officer
Dirk Brunner
Solid and Hazardous Waste Research Division
Municipal Environmental Research Laboratory
Cincinnati, Ohio ^5268
MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO ij-5268
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DISCLAIMER
This report has been reviewed by the Municipal Environmental
Research Laboratory, U.S. Environmental Protection Agency, and
approved for publication. Approval does not signify that the
contents necessarily reflect the views and policies of the U.S,
Environmental Protection Agency, nor does mention of trade
names or commercial products constitute endorsement or recom-
mendation for use.
ii
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FOREWORD
The Environmental Protection Agency was created because of
increasing public and government concern about the dangers of
pollution to the health and welfare of the American people.
Noxious air, foul water, and spoiled land are tragic testimonies
to the deterioration of our natural environment. The complexity
of that environment and the interplay between its components re-
quire a concentrated and integrated attack on the problem.
Research and development is that necessary first step in
problem solving, and it involves defining the problem, measuring
its impact, and searching for solutions. The Municipal Environ-
mental Research Laboratory develops new and improved technology
and systems to prevent, treat, and manage wastewater and solid
and hazardous waste pollutant discharges from municipal and
community sources, to preserve and treat public drinking water
supplies, and to minimize the adverse economic, social, health,
and aesthetic effects of pollution. This publication is one of
the products of that research, a most vital communications link
between the researcher and the user community.
This two-volume report provides long-term information on the
release of gaseous and liquid contaminants to the biosphere from
decomposing, landfilled, municipal solid waste. Volume I, the
comprehensive final report, presents results from a 6-year study.
(Preliminary results were published in 1971 - A.A. Fungaroli,
Pollution of Subsurface Water by Sanitary Landfills. Report No.
SW-12rg, U.S. Environmental Protection Agency, Washington, B.C.,
1971.) Volume II contains supplemental studies on stabilization
and leachate behavior, including results from an additional year
of groundwater monitoring at the field site.
Francis T. Mayo
Director
Municipal Environmental Research
Laboratory
111
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ABSTRACT
This two-volume study was conducted to predict landfill life
through the characterization of gas and leachate generation and
pollutant removal. Factors that affect stabilization of the
decomposing solid waste were also studied.
The experimental facilities consisted of a sanitary landfill
field site for studying gas generation, leachate migration, and
groundwater contamination; a laboratory lysimeter for recording
leachate quantity and pollutant removal; mini-lysimeters to de-
termine the effect of shredding the refuse; and accelerated
column tests for predicting long-term landfill behavior and for
identifying the influence of depth and added nutrients on
stabilization,,
A two-dimensional model of leachate migration patterns was
developed. The correlation between the computer solutions to the
model and average field concentrations obtained from shallow wells
at the field site was good. A zone of contamination in the ground-
water was described.
The final report (Volume I) identifies a semi-log linear
relationship between contaminant concentrations and leachate
volume after field capacity is reached. The supplemental study
(Volume II) confirms this relationship.
Field capacities for various sizes of milled refuse are
determined along with the influence of density (and depth) on
leachate pollutant concentrations. Each chemical component of
leachate is positively or negatively correlated with every other
chemical component as well as with the volume of leachate.
This report was submitted in fulfillment of Research Grants
R800777 and R8019^7 by Drexel University under the sponsorship
of the U.S. Environmental Protection Agency. The two-volume
report covers the period September 19&7 to October 197^.
IV
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CONTENTS
Foreword , . . ill
Abstract iv
Figures vi
Tables xiv
Acknowledgments xvi
1. Introduction 1
2. Summary and Conclusions 3
3. Experimental Facilities 1?
Laboratory sanitary landfill lysimeter .... 17
Field sanitary landfill facility 36
Laboratory sanitary landfill mini-lysimeter. . 59
^. Experimental Results • • §7
Sanitary landfill laboratory lysimeter .... 67
Mini-lysimeter • . . .
Sanitary landfill field facility
5. Theoretical Analysis of Leachate Pollutant
Movement in Ground Water 272
References 309
Appendix; Field Capacity Experiment. ... 311
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FIGURES
NO. PAG
1 Lysimeter Cross Section - Simulated Sanitary
Landfill 19
2 Detail of Lower Temperature Controlling
Compartment 20
3 Lysimeter Effluent Collection Trough 21
4 Details of Air Circulation System 24
5 Lysimeter Cooling System (Modified) 25
6 Schematic - Water Cooling System 26
7 Heating Control System 28
8 Thermistor Location 29
9 Loading Box 34
10 Refuse Compaction Frame 35
11 Kennett Square Quadrangle 37
12 Topographic Map of Kennett Square Landfill Site 4l
13 Kennett Square Plot Plan 45
14 Average Ground Water Contours 46
15 Cross Section of Concrete Pipe 48
16 Kennett Square Plot Section Drawing 49
17 Details of Gas Sampling and Thermistor Wells 51
18 Shallow Well Cluster Locations 53
19 Mini-Lysimeter Schematic 60
20 Milled Refuse Gradation Curve 63
21 Volume of Lysimeter Leachate and Water Added 68
22 Lysimeter Water Storage 69
23 Lysimeter pH 70
24 Lysimeter Iron Concentration 71
25 Leachate Iron
Cumulative Quantity Removed with Time 72
26 Leachate Iron
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2 73
27 Lysimeter Zinc Concentration 74
28 Zinc
Cumulative Quantity Removed with Time 75
29 Zinc
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2 76
30 Lysimeter Phosphate Concentration 77
31 Lysimeter Sulfate Concentration 78
32 Lysimeter Chloride Concentration 79
33 Chloride
Cumulative Quantity Removed with Time 80
vi
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No,
34
35
36
31
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
FIGURES (CONT.)
Chloride
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Lysimeter Sodium Concentration
Sodium
Cumulative Quantity Removed with Time
Sodium
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Lysimeter Organic Nitrogen Concentration
Organic Nitrogen
Cumulative Quantity Removed with Time
Organic Notrogen
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Free Ammonia
Cumulative Quantity Removed with Time
Free Ammonia
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Lysimeter Hardness Concentration
Hardness
Cumulative Quantity Removed with Time
Hardness
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Lysimeter Chemical Oxygen Demand Concentration
Chemical Oxygen Demand
Cumulative Quantity Removed with Time
Chemical Oxygen Demand
Cumulative Grams/Ft2 Removed
vs. Quantity of Leachate/Ft2
Lysimeter Total Solids Concentrations
Lysimeter Suspended Solids Concentration
Lysimeter Nickel Concentration
Lysimeter Copper Concentration
Means & Standard Deviations of Volume
& Standard Deviations of Organic Nitrogen
& Standard Deviations of Phosphate
Standard Deviations of Sulfate
Standard Deviations of Leachate Volume
Standard Deviations of Iron
Standard Deviations of Sodium
& Standard Deviations of Chemical Oxygen
Means
Means
Means
Means
Means
Means
Means
Demand
Means &
Means
Means
Standard Deviations of Total Residue
& Standard Deviations of Ionic Strength
& Standard Deviations of pH
Means & Standard Deviations of Copper
PAGE
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
vii
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FIGURES (CONT.)
No. PAGE
65 Means & Standard Deviations of Zinc 112
66 Means & Standard Deviations of Nickel H3
67 Means & Standard Deviations of Chloride 11^
68 Means & Standard Deviations of Free Ammonia 115
69 Means & Standard Deviations of Suspended Solids Il6
70 Lysimeter Temperatures 132
71 Lysimeter Gas Port #1 - Methane 13^
72 Lysimeter Gas Port #1 - Carbon Dioxide 135
73 Lysimeter Gas Port #2 - Methane 136
74 Lysimeter Gas Port #2 - Carbon Dioxide 13?
75 Lysimeter Gas Port #3 - Methane 138
76 Lysimeter Gas Port #3 - Carbon Dioxide 139
77 Lysimeter Gas Port #4 - Methane 1^0
78 Lysimeter Gas Port f4 - Carbon Dioxide 141
79 Typical Lysimeter Temperatures 1^6
80 Influence of Refuse Density on Methane
Concentration 1^8
81 Influence of Refuse Size on Methane
Concentration 1^9
82 Field Capacity vs. Density for Various
Component Sizes (unsaturated samples) 152
83 Field Capacity vs. Density for Various
Component sizes (saturated samples) 153
84 Permeability vs. Density 155
85 Field Capacity vs. Effective Diameter 160
86 Time of Leachate Appearance vs. 059
87 Influence of Refuse Size on Sodium Concentration
in Leachate
88 Influence of Refuse Size on Chloride
Concentration in Leachate 165
89 Influence of Refuse Size on Total Dissolved
Solids Concentration in Leachate 166
90 Influence of Refuse Size on Chemical Oxygen
Demand Concentration in Leachate 167
91 Influence of Refuse Size on Iron Concentration
in Leachate 168
92 Influence of Refuse Density on Chloride
Concentration in Leachate 169
93 Influence of Refuse Density on Sodium
Concentration in Leachate 170
94 Influence of Refuse Density on Total Dissolved
Solids Concentration in Leachate 171
95 Influence of Refuse Density on Chemical Oxygen
Demand Concentration in Leachate 172
96 Influence of Refuse Density on Iron
Concentration in Leachate 173
97 Total Chemical Oxygen Demand Leached vs.
Cumulative Leachate l^ij.
98 Total Sodium Leached vs. Cumulative Leachate 175
99 Total Iron Leached vs. Cumulative Leachate 176
viii
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FIGURES (CONT.)
No. PAGE
100 Total Chloride Leached vs. Cumulative Leachate 177
101 Total Sodium Leached vs. Cumulative Leachate 178
102 Total Chemical Oxygen Demand Leached vs.
Cumulative Leachate 179
103 Total Chloride Leached vs. Cumulative Leachate 180
104 Total Iron Leached vs. Cumulative Leachate 181
105 Field Temperatures 187
106 Field Gas Analysis
Location Al 189
107 Field Gas Analysis
Location A2 190
108 Field Gas Analysis
Location A3 191
109 Field Gas Analysis
Location A4 192
110 Field Gas Analysis
Location Dl 193
111 Field Gas Analysis
Location D2
112 Field Gas Analysis
Location D3 195
113 Field Gas Analysis
Location D4 196
114 Field Gas Analysis
Location XI 197
115 Field Gas Analysis
Location X2 198
116 Field Gas Analysis
Location X3 199
117 Field Gas Analysis
Location X4 200
118 Field Gas Analysis
Location X5 201
119 Field Gas Analysis
Location X6 202
120 Field Gas Analysis
Location Wl 203
121 Field Gas Analysis
Location W2 204
122 Field Gas Analysis
Location W3 205
123 Field Gas Analysis
Location W4 206
124 Field Gas Analysis
Location W5 207
125 Field Gas Analysis
Location W6 208
126 Total Dissolved Solids 6 Feet Below Surface
Unsaturated Sampler U-6 212
ix
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FIGURES (CONT.)
No, PAGE
127 Total Dissolved Solids 8 Feet Below Surface
Unsaturated Sampler U-8 213
128 Total Dissolved Solids 11 Feet Below Surface
Unsaturated Sampler U-ll
129 Total Dissolved Solids 13 Feet Below Surface
Unsaturated Sampler U-13 215
130 Total Dissolved Solids 18 Feet Below Surface
Unsaturated Sampler U-18 216
131 pH
Test Well No. 12 218
132 Chemical Oxygen Demand
Test Well No. 12 219
133 Iron
Test Well No. 12 22°
134 Total Dissolved Solids
Test Well No. 12 221
135 Chloride
Test Well No. 12 222
136 Sodium
Test Well No. 12 223
137 pH
Test Well No. 13 224
138 Chemical Oxygen Demand
Test Well No. 13 225
139 Iron
Test Well No. 13 226
140 Total Dissolved Solids
Test Well No. 13 22?
141 Chloride
Test Well No. 13 228
142 Sodium
Test Well No. 13 229
143 Total Dissolved Solids
Groundwater 230
144 pH
Test Well No. 3 231
145 Chemical Oxygen Demand
Test Well No. 3 232
146 Iron Concentration
Test Well No. 3 233
147 Total Dissolved Solids
Test Well No. 3 234
148 Chloride
Test Well No. 3 235
149 Sodium
Test Well No. 3 236
x
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FIGURES (CONT.)
No. PAGE
150 Field Test Landfill
E Well Series
pH Factor 239
151 Field Test Landfill
E Well Series
TDS Concentration 240
152 Field Test Landfill
E Well Series
Iron Concentration 241
153 Field Test Landfill
E Well Series
Chloride Concentration 242
154 Field Test Landfill
E Well Series
Na Concentration 243
155 Field Test Landfill
E Well Series
COD Concentration 244
156 Field Test Landfill
SI Well Series
pH Factor 245
157 Field Test Landfill
SI Well Series
TDS Concentration 246
158 Field Test Landfill
SI Well Series
Iron Concentration 247
159 Field Test Landfill
SI Well Series
Chloride Concentration 248
160 Field Test Landfill
SI Well Series
Na Concentration 249
161 Field Test Landfill
SI Well Series
COD Concentration 250
162 Field Test Landfill
SF Well Series
pH Factor 251
163 Field Test Landfill
SF Well Series
TDS Concentration 252
164 Field Test Landfill
SF Well Series
Iron Concentration 253
XI
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FIGURES (CONT.)
No. PAGE
165 Field Test Landfill
SF Well Series
Chloride Concentration 254
166 Field Test Landfill
SF Well Series
Na Concentration 255
167 Field Test Landfill
WF Well Series
pH Factor 256
168 Field Test Landfill
WF Well Series
TDS Concentration 257
169 Field Test Landfill
WF Well Series
Iron Concentration 258
170 Field Test Landfill
WF Well Series
Chloride Concentration 259
171 Field Test Landfill
WF Well Series
COD Concentration 260
172 Field Test Landfill
WI Well Series
pH Factor 261
173 Field Test Landfill
WI Well Series
TDS Concentration 262
174 Field Test Landfill
WI Well Series
Iron Concentration 263
175 Field Test Landfill
WI Well Series
Chloride Concentration 264
176 Field Test Landfill
WI Well Series
Na Concentration 265
177 Field Test Landfill
WI Well Series
COD Concentration 266
178 Total Dissolved Solids
Groundwater 267
179 Total Dissolved Solids
Groundwater 268
180 Total Dissolved Solids
Groundwater 269
181 Total Dissolved Solids
Groundwater 270
xii
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FIGURES (CONT.)
NO. PAGE
182 Total Dissolved Solids
Groundwater 271
183 Kennett Square Hydrologic Data for 1971 275
184 Theoretical Leachate Migration in Direction
of Flow 277
185 Theoretical Leachate Migration Perpendicular
to Flow 279
186 Steady State Leachate Isoconcentration Curves 280
187 Lateral Leachate Concentration Profiles 281
188 Longitudinal Leachate Concentration Profiles
for Given Chemical Reaction Coefficients K 282
189 Lateral Leachate Concentration Profiles for
Given Chemical Reaction Coefficients K 284
190 Recovery Pattern after Stoppage of Leachate
Input 285
191 Recovery Profiles 286
192 Two Dimensional Simulation and Site Parameters
in the X-Z Domain 287
193 Theoretical Leachate Migration in Direction of
Flow 289
194 Theoretical Vertical Leachate Migration 290
195 Steady State Isoconcentration Lines in the
Vertical Domain 291
196 Concentration Profiles for Varying Depths
Below Ground Water Table 293
197 Steady State Vertical Concentration Profiles
at Given Distances Downstream 294
198 Longitudinal Concentration Profiles for
Varying U/W Ratios 295
199 Lateral Concentration Profiles for Varying
U/W Ratios 296
200 U/W Ratio Effect on Leachate Migration 297
201 Ground Water Recovery Patterns 299
202 Concentration Profiles 5 Days After Stoppage of
Leachate Infiltration into Ground Water 300
203 Theoretical and Actual TDS Concentrations for
Well Clusters E and SI 305
204 Theoretical and Actual TDS Concentrations for
Well Clusters SF, WF, and WI 306
205 Clogging Effect on Leachate Migration 308
Xlll
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TABLES
No. PAGE
1 Environmental Data for Southeastern Pennsylvania 23
2 List of Liquid and Gas Sample Analyses 31
3 Refuse Composition - Laboratory Lysimeter 32
4 Thirty Year Average Precipitation and Temperature
Data for Wilmington, Delaware 38
5 Test Pit No. 10 If 2
6 Test Pit No. 5 4-3
7 Sample Depths - Gas and Temperature for
Field Facility 50
8 Shallow Well Sampling Screen Elevations 5^-
9 Kennett Square Initial Solid Waste Chemical
Analysis .58
10 Composition of Refuse Used in Mini-Lysimeters ol
11 Mini-Lysimeter Refuse Placement Data 62
12 Milled Refuse Analysis 65
13 Leachate Chemical Composition Data Correlation -
From Start of Test to Day 560 117
l^f Leachate Chemical Composition Data Correlation -
From Day 560 to Day 745 118
15 Leachate Chemical Composition Data Correlation -
From Day 745 to Day 940 119
16 Leachate Chemical Composition Data Correlation -
From Day 940 to 1120 120
17 Leachate Chemical Composition Data Correlation -
From Day 1120 to Day 1300 121
18 Leachate Chemical Composition Data Correlation -
From Day 1300 to Day 1485 122
19 Leachate Chemical Composition Data Correlation -
From Day 1485 to Day 1670 123
20 Lysimeter Solid Waste Chemical Analysis
21 Milled Refuse - Maximum Temperatures
22 Maximum Gas Percentages
23 Relationship of Density vs. Field Capacity
2fy Moisture Balance in Lysimeters
25 Field Capacity Determination from Moisture
Balance
26 Comparison of Experimental and Calculated
Field Capacity
27 Maximum Concentrations of Leachates from
Lysimeters
xlv
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TABLES (CONT.)
No.
PAGE
28 Total Grams of Pollutant Removed from Each
Lysimeter 182
29 Effect of Milled Refuse Density on Removal of
Pollutants 183
30 Field Facility Leachate Chemical Composition -
Summary for Wells 1 through 11 and 14 185
31 Field Facility Temperature Extremes
Outside the Fill Area 188
32 Correction Factors for Lateral Dispersion
Effect on Vertical Concentration Profiles 303
33 Observed and Predicted TDS Values of Test Wells 304
xv
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ACKNOWLEDGMENT
The authors wish to thank the Southeastern Chester County
Landfill Authority and its director, A. Nixon, for providing the
field site and for their cooperation throughout this study.
xvi
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SECTION 1
INTRODUCTION
In an attempt to minimize health and pollution hazards,
due to the disposal of solid waste by landfilling, sanitary
landfill design criteria have evolved which are primarily
empirical in nature and which may or may not have a relation-
ship to environmental conditionsd'2). Several studies of
sanitary landfill behavior have been undertaken in recent
years to better understand them and to delineate and define
significant design criteria. Unfortunately, many of the
results obtained from these studies(6-12)f most of which
were limited in scope, reflect only local conditions and
cannot be easily extrapolated outside the specific region.
The study described in this report was undertaken by Drexel
University in cooperation with the Pennsylvania Department
of Environmental Resources. Interest on the part of the
Pennsylvania Department of Environmental Resources has been
stimulated by its concern with the decreasing availability
of suitable landfill sites within the state and the in-
creasing frequency of pollution and health problems result-
ing from solid waste disposal.
The study, as conceived, was to provide quantitative infor-
mation as to the behavior of sanitary landfills in an en-
vironment common to southeastern Pennsylvania, and in fact,
to a large portion of the region extending between Washington,
D.C. and Boston, Massachusetts. To suppress local environ-
mental influences, the study was developed so as to general-
ize results, except those specifically related to the south-
eastern Pennsylvania region.
The long-range objectives were:
To provide means for predicting the movement
of pollutants in subsurface regions under
existing and proposed sanitary landfill sites.
To develop hydrologic, geologic and soil
criteria for the evaluation of site suita-
bility for sanitary operations, and
To appraise design methods and remedial pro-
cedures for reducing any undesirable contami-
nant movement.
1
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In general, the objectives of the study have been met and
the results are presented herein. In addition, there now
exist several technical publications(13/14,15,16) which
address the principal objectives. Further, several studies
were generated as spinoff of this investigation and the
reports include:
Steiner, R. L., Chemical and Hydraulic Char-
acteristics of Milled Refuse, Ph.D.
Dissertation, Drexel University, Philadel-
phia, Pa. 1973.
Metry, A. A., Mathematical Modeling of Pollu-
tant Migration in an Unconfined Aquifer,
Ph.D. Dissertation, Drexel University,
Philadelphia, Pa., 1973.
Zison, S. W., Effects of Heavy Metal Toxicants
on Potential Decomposition Phenomena in a
Simulated Solid Waste System, Ph.D. Disser-
tation, Drexel University, Philadelphia, Pa.
In progress.
The most significant results of this study are summarized
in the Summary and Conclusions section. Engineers inter-
ested in developing a sanitary landfill should find the
results of great assistance.
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SECTION 2
SUMMARY AND CONCLUSIONS
This report presents the results of a study of sanitary
landfills under controlled laboratory and natural field
conditions. Also presented are the results of a study of
shredding and its effect on landfill behavior. The overall
objective of this study was to provide information as to how
sanitary landfills behave during their active period of de-
gradation. A second objective was to obtain specific data
so as to permit the establishment of design parameters for
new sanitary landfills and to suggest remedial actions for
existing sites.
The laboratory sanitary landfill was contained in a lysimeter,
which consisted of a fiberglass-lined steel tank, thirteen
(3.96 m.) high and six feet (1.83 m.) by six feet (1.83 m.)
in cross-section. A bottom collection trough was used to
collect the landfill-generated leachate. The top of the
lysimeter was closed and temperatures and water input were
adjusted on a pre-determined schedule. The lysimeter verti-
cal sidewalls were insulated to minimize heat exchange with
the laboratory proper, while the bottom of the lysimeter was
held at a constant temperature. Essentially, the lysimeter
functioned as a closed system which permitted the contained
landfill to be representative of the center of a large sani-
tary landfill, the depth of which was small in comparison
to its areal extent.
Lysimeter leachate and gas samples were analyzed, and the
temperatures were monitored on a routine basis. While in-
formation on gases and temperatures was not essential to
attainment of project objectives, the collection was necessary
to obtain a complete picture of the behavior of sanitary
landfills.
The field facility consisted of a 50 foot (15.24 m.) by 50
foot (15.24 m.) site with eight feet of refuse and a two
foot (.61 m.) soil cover. Temperatures, gases and leachate
quality within the landfill, as well as temperatures, gases
and leachate quality outside the landfill, were collected
on a routine basis. Also monitored were precipitation and
ground water quality, both under and away from the landfill
site.
3
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The shredded refuse study was performed using fifty-five
(55) gallon (208 1.) drums. The drums were housed in a
large temperature controlled room. Refuse size and density
for the study varied over a wide range so as to permit a
complete evaluation of parameter significance.
LYSIMETER
The lysimeter study spanned approximately a five year period,
During that time a virtually complete sanitary life cycle
pattern was developed. The following have been concluded
from the data generated during the lysimeter sanitary land--
fill life.
1. The laboratory sanitary landfill lysimeter was character-
istic of a sanitary landfill with low density. However, the
patterns developed are similar to those of any sanitary land-
fill if proper density and time adjustments are made.
2. Once an entire sanitary landfill system is brought to
field capacity, the generation of leachate bears a direct
relationship to the volume of water added to the system.
During periods of low leachate production, any additional
decrease further reduces or eliminates leachate production.
Conversely, as water input increases, leachate production
also increases. This phase relationship exists even when
the system is not at field capacity-
3. Delays in initial leachate generation depend on
(a) the initial moisture content of the various
sanitary landfill components
1. the lower the landfill initial moisture
content, the longer the time before the
initial appearance of significant quanti-
ties of leachate.
(b) the landfill density
1. the higher the landfill density, the
longer the time before the initial
appearance of significant quantities
of leachate.
(c) the rate of site filling
1. the quicker a site is filled, the longer
the time elapse before the initial
appearance of significant quantities of
leachate.
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(d) the quantity of water infiltration
1. the lower the quantity of water infiltra-
tion, the longer the time before the
initial appearance of significant quanti-
ties of leachate.
Leachate production can be attributed to one or all of the
following sources:
(a) the refuse
(b) channeling
(c) an advanced wetting front
(d) a main wetting front
From the results of this study, it is concluded that the re-
fuse, source (a), and channeling, source (b), are responsible
for leachate collected from a landfill during the early time
period when the landfill has been placed at a relatively low
initial moisture content. Once the system reaches field
capacity, leachate contributed by these sources are primarily
due to the advanced wetting front, source (c). Finally,
when the system reaches field capacity, leachate production
is due to movement of the main wetting front, source (d).
A landfill system whose refuse and soil components are
placed at field capacity would produce leachate immediately,
and the source is primarily the main wetting front. One
effect of these various leachate generation patterns is to
alter the leachate composition. By applying basic chemical
and biological kinetics, it is apparent that leachate pro-
duced during the slow attainment of the system field capa-
city will exhibit initial pollutant concentrations different
from a landfill in which substantial quantities of leachate
are produced immediately. Once the system transients have
been eliminated, both landfills should produce similar, but
not necessarily identical, leachates.
4. No single leachate chemical component bore a linear cor-
relation to all the other chemical components. However,
during the start-up period of the sanitary landfill lysimeter
(before landfill field capacity is reached), hardness
appeared to have a good linear relationship to a majority
of the other chemical components. Therefore, during early
periods of a sanitary landfill's development, hardness can
provide a reasonable indication of whether or not leachate
migration is occurring.
5. The results of the laboratory lysimeter sanitary land-
fill test led to the following conclusions concerning the
most significant parameters:
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(A) pH - Leachate solutions were generally acidic,
ranging between 5.0 and 7.0. During the early
life of the landfill, variations were the
largest and most erratic. Early pH values
ranged between 4.5 and 8.3, with the basic
values occurring during low leachate flow
periods. During the latter portion of the
test period, pH values averaged around 6.5
with the overall trend being toward a pH of
7.0. In general, generation of large quanti-
ties of acidic leachate intensify the liquid
pollution potential because low pH values
reduce exchange capacities of renovating soil
at the time when leachate quantities are high.
(B) Iron - Leachate volume had a significant
influence on iron concentration. During low
leachate quantity periods, iron concentration
was relatively low; when leachate quantities
were high, there was a significant increase
in iron concentration. Iron concentration ex-
ceeded 1600 mg/1 during the early periods of
high leachate volume. Thereafter, a gener-
ally decreasing trend in concentration ex-
isted. During the last portion of the test
period, iron concentration was less than 200
mg/1 and decreasing.
(C) Zinc - Significant zinc removal was limited
to the portion of the study which corresponded
to the first period of high leachate genera-
tion. This occurred during the second year
of the study. During this period, concentra-
tion peaks reached 135 mg/1. After the one
period of high zinc removal, zinc concentra-
tion was negligible.
(D) Phosphate - Some phosphate was present with
maximum concentrations of 130 mg/1 during the
early portion of the test. Thereafter, con-
centration levels were markedly lower and
irregular. No specific pattern appeared to
exist.
(E) Sulfate - Results obtained were inconclusive
and the sulfate analysis was terminated early
in the study.
(F) Chloride - Highest chloride concentrations
occurred during the early portion of the test
period. Concentrations reached as high as
-------
2400 rag/1. Over most of the test period,
concentrations ranged between 300 and 600
mg/1. However, during the latter portion
of the study, concentrations were less than
200 mg/1.
(G) Sodium - Concentrations generally ranged
between 500 and 1000 mg/1 with an early peak
of 3400 mg/1. During the latter portion of a
landfill's life, concentration levels were
negligible.
(H) Nitrogen - Organic nitrogen concentrations
range between 50 mg/1 and 200 mg/1 initially,
were less than 100 mg/1 after two years, and
were negligible during the latter portion of
a landfill's life.
(I) Hardness (as CaC03) -• Maximum hardness con-
centrations were 5500 mg/1 during the first
year after placement. Usually concentrations
did not exceed 1500 mg/1 with values less than
400 mg/1 toward the end of the fifth year.
(J) Chemical Oxygen Demand - The most frequent
concentration range was between 20,000 mg/1
and 25,000 mg/1 with an early peak in excess
of 50,000 mg/1. Toward the end of the fifth
year, COD concentrations were less than 2000
mg/1.
(K) Total and Suspended Solids - Maximum total
solids were40,000 mg/1 immediately after
placement. Usual concentrations ranged be-
tween 20,000 mg/1 and 25,000 mg/1 during the
first two years. During the latter part of
a landfill's life, total solids were less
than 10,000 mg/1 with values less than 1000
mg/1 at the end of the fifth year. Suspended
solids were very irregular with most concen-
trations between 400 mg/1 and 1000 mg/1. An
early peak of 1800 mg/1 occurred immediately
after placement, while concentrations of less
than 100 mg/1 occurred near the end of the
fifth year.
(L) Nickel - Nickel concentration was very low,
usually between 0.2 mg/1 and 0.3 mg/1 with
localized peaks of 0.8 mg/1 and 1.0 mg/1.
-------
(M) Copper - Maximum copper concentration peaked
at 4.7 mg/1 and 9.8 mg/1 early in the test.
Generally, concentration levels were less
than 1.0 mg/1.
Six test parameters were discontinued during the test period.
Three of these, Nickel, Copper, and Dissolved Oxygen, were
discontinued due to concentrations below the detectable limit
of the test procedure being used. Three others. Phosphate,
Sulfate, and Biochemical Oxygen Demand(16), were discontinued
due to a lack of confidence on the reliability of the test
procedure.
6. The lysimeter sanitary landfill temperature pattern was
characteristic of a low density relatively dry refuse. With-
in ten days after refuse placement, temperatures reached 150°F
at the center. Temperature at adjacent levels was lower.
However, with time, there was a general spreading of temper-
ature from the refuse center to the top and bottom tempera-
ture controlled boundaries.
The temperature pattern was probably unique to this parti-
cular system; that is, a young, low-density, rapidly placed,
dry landfill. However, the pattern is representative of a
refuse which undergoes initial high aerobic activity- It
is probable that with other placement conditions, temperature
peaks would occur at different refuse levels, at different
times, and with different maximums. Maximums greatly in
excess of the 150°F range experienced in this study should
not be expected.
Lysimeter temperatures stabilized at approximately 80°F,
approximately 60 days after refuse placement. The general
temperature pattern obtained indicated that the refuse was
initially in a general aerobic state, and that after 60 days,
an anaerobic condition became dominant.
After the refuse temperatures became virtually steady-state,
that is, when the refuse becomes anaerobic; changes in top
boundary temperatures had little influence on internal tem-
perature levels or distribution. The behavior implies that
alteration of internal temperatures, due to changes in en-
vironmental temperatures, are minimized by the soil and
refuse insulating properties, as well as by changes in bio-
logical activity- The net result of all temperature in-
fluences is a virtually constant internal temperature state.
7. Gas samples taken from four levels within the laboratory
sanitary landfill lysimeter were analyzed for carbon monoxide,
hydrogen sulfide, nitrogen, carbon dioxide and methane. No
carbon monoxide or hydrogen sulfide was detected.
-------
The general pattern of methane concentration was an increase
with depth. The samples closest to the top of the refuse
showed very little methane (usually less than 5 percent),
while with increasing depths concentrations increased.
Significant quantities of methane began to appear approxi-
mately one hundred (100) days after placement. Oxygen,
although of low quantity, was detectable at all depths over
the entire life of a landfill. Carbon dioxide was present
over the entire test period in amounts which increased
slightly with depth.
8. Methane concentrations initially increased with depth
and time. Most methane concentrations ranged between twenty
(20) and thirty (30) percent. Peak concentrations of forty
(40) percent occurred at 6 feet (1.83 m.) below the top of
the refuse and of thirty (30) percent at 8 feet (12.44 m.)
below the top of the refuse.
9. Methane was at maximum at all levels during the second
and third years of a landfill's life. While local increases
in methane occurred toward the end of the fifth year, peaks
were significantly less than previously detected. Further,
the general trend of concentrations was decreasing.
10. From the temperature data, after the initial transient
condition, the temperatures decreased and were virtually
non-varying. The temperature data indicates the existence
of an anaerobic state within the refuse after the initially
high temperatures. However, the gas data, particularly the
continued existence of oxygen, indicates that aerobic pockets
also existed in the refuse even at the deeper regions. There-
fore, it is possible to have aerobic and anaerobic activity
existing simultaneously within the refuse.
11. The results of this study indicate that gas generation
patterns are more indicative of the landfill age than
temperature.
12. A final analysis of the refuse removed from the
lysimeter indicated that over the test period (5 years)
somewhere between seventy-five (75) and ninety (90) percent
of the water soluble components have been removed from the
refuse. (See Table 20).
13. Upper refuse layers exhibited a higher degree of re-
moval of inorganic leachate components than lower layers.
This observation suggests that the leaching process is pro-
gressive through the refuse deposit. It is impossible to
determine if the higher concentrations in the. lower layers
-------
were a result of filtration of the migrating component,
or due to a lack of removal.
14. The organic component concentration as measured by
percent ether extractable showed not only an increase with
depth, but also showed quantities greater than originally
extracted. This implies that in a landfill, a biological
conversion of cellulose to a lower order organic substance
occurs. This process would keep the COD of the leachate
higher than would be expected from the initial chemical
analysis. This observation is confirmed by the COD and
final solid waste data.
15. Log plots of concentrations of specific leachate compo-
nents against leachate removed per square foot of horizontal
area indicate that once field capacity was reached, the rate
of contaminant removal was greatly accelerated. The results
also suggest that a specific removal rate can be established
for a particular component by using such plots.
SHREDDED REFUSE STUDY
From the results of this study certain conclusions and re-
commendations about the operation of landfills containing
shredded refuse can be made:
16. Milling of refuse will increase the field capacity and
the elapsed time before the first leachate appearance will
occur.
17. Milling of refuse to an effective diameter (050) of 3.5
to 13.5 mm. will significantly increase the rate of pollu-
tant removal. Below this value, a decrease in rate of re-
moval will occur. The maximum removal rate will occur at
approximately 059 = 10 mm.
18. Milling of refuse will increase the in-place density,
thereby increasing the pollutant removal per liter of
leachate.
19. Landfills containing milled refuse, at an original
moisture content lower than the field capacity of the refuse
will have pockets of material which will be by-passed by the
infiltrating water.
20. Milling of refuse significantly decreases the organic
content as measured by the chemically decomposable organic
content and the ether soluble percent of the refuse and
increases the oxidizable iron.
10
-------
21. Milling of refuse appears to have no significant effect
on the permeability of the refuse.
22. Contact time of the percolating water has an effect on
the concentration of the leachate. An increase in contact
time produced either by an increase in field capacity or by
a decrease in filtration rate will increase concentrations
of pollutants in the leachate.
23. Landfills containing milled refuse will have signifi-
cantly higher percentages of methane.
24. Landfills containing refuse at a moisture content less
than field capacity and having low water infiltration rates
will have higher temperatures initially.
FIELD FACILITY
25. Field temperature data indicated that field tempera-
tures had a dampened phase response to atmospheric and
ground temperatures.
26. Refuse temperatures nearest the boundaries corresponded
very closely to boundary temperatures.
27. Initial temperatures were close to ambient, which in-
dicated the lack of a high degree of biological activity.
This initial temperature behavior pattern resulted from the
relatively high refuse placement density, as well as the
moderate atmospheric temperature at the time of refuse
placement.
28. Overall temperatures at various locations within the
landfill were higher than those at corresponding depths
outside the fill and a few degrees above ambient soil tem-
peratures .
29. Gas patterns were similar to those in the laboratory
lysimeter. No carbon monoxide or hydrogen sulfide was de-
tected.
30. In the granite gneiss derived soils of this site, there
was little migration of any gas from the refuse into the
surrounding soil. These results reflect primarily on the
relative impervious nature of the residual soils and the
ability of the gas to vent through the soil cover to the
atmosphere.
31. Methane concentrations peaked at between thirty (30)
and forty (40) percent. These concentrations compared favor-
ably with those obtained in the lysimeter. This behavior
11
-------
pattern clearly indicates that ambient temperature conditions,
rate of moisture buildup to field capacity, and initial re-
fuse density have a marked effect on the rate of decomposition,
hence the rate of methane penetration.
32. The time of the first significant increase in contami-
nants in the soil underlying the landfill coincided with the
moisture content of the refuse reaching field capacity. The
correlation between system field capacity and first generation
of significant quantities of leachate was excellent.
33. The concentrations of total dissolved solids decreased
with increasing depth into the soil beneath the landfill.
This observation indicates the ability of the soil to renovate
the leachate. (It should be noted that the field test was
not continued until complete leaching of the soluble contam-
inants was attained. Hence, final contaminant concentration
patterns had not been observed.)
34. Wells in the ground water showed that any contaminant
reaching the ground water table tended to move down gradient
(horizontally). The zone of contamination was limited to a
narrow band at the top of the ground water. The thickness of
the contaminated layer will depend on the ground water velo-
city as well as the soil's vertical permeability and related
physical factors at a specific site.
35. The contaminated zone in the ground water showed compo-
sitions similar to those found in the lysimeter leachate but
greatly attenuated.
a) pH - Ranged between 5.0 and 8.0 with a mean
of about 6.0.
b) COD - Maximum rise was to 2700 mg/1. The
maximum occurred during the period xvhen
the refuse was first brought to field
capacity. Generally, concentrations
did not exceed 200 mg/1 to 300 mg/1.
c) Iron - Maximum iron concentration reached 700
mg/1 to 800 mg/1. The peak occurred
during the period when the refuse was
brought to field capacity.
The remainder of the contaminants had patterns similar to
those described for pH, COD and iron. In general, the con-
centrations found in the field study were lower than those
found in the lysimeter studies. Also, maximum peaks de-
veloped at the time when the entire landfill was borught to
field capacity. This was accomplished in the field over a
short time period by the addition of a large quantity of water.
12
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ANALYTICAL STUDY OF LEACHATE MOVEMENT
36. Three mechanisms of mass transport were evaluated and
found to have the following effects on the migration of
leachate pollutants away from solid waste disposal site
and into the ground water system:
(a) Convective dispersion due to microscopic
velocity variations within the soil voids
had the greatest effect in carrying leachate
pollutants from the solid waste disposal site
in the direction resulting from ground water
flow and leachate infiltration.
(b) Chemical reaction, in its adsorptive sense,
was responsible for retarding the migration
of pollutants away from the solid waste dis-
posal site in all directions. This effect was
most significant in media containing active
materials such as clay minerals.
(c) Molecular diffusion due to each leachate pollu-
tant concentration gradient in the ground water
had the least effect on the migration of lea-
chate pollutants in the direction of the main
ground water flow, but it had a noticeable
effect on the lateral and normal diffusion of
leachate pollutants from the solid waste
disposal site.
37. Operational methods were used to develop closed form
solutions for one-dimensional models of leachate pollutant
migration in unconfined ground water systems. Although
simplified theoretical models have restricted validity in
field studies, a mathematical model of one-dimensional si-
multaneous diffusion and convective dispersion proved ade-
quate for determining the effective diffusion coefficients.
Because this model did not include a chemical reaction term,
the theoretical breakthrough curves for soils containing
organics and clay minerals showed lower correlation with the
experimental results than did those for soils with low ex-
change capacity.
38. Good correlation was achieved between average field
concentrations and theoretical pollutant profiles. Field
concentrations were expressed in a non-dimensional ratio of
total dissolved solids (TDS) measured at each observation
well to the TDS at a reference source located beneath the
center of the waste disposal site at the ground water table
interface. Theoretical concentrations were determined by
computer solution of a two-dimensional model of simultaneous
13
-------
diffusion, convective-dispersion and chemical reaction. The
model was expressed in the form of second order partial
differential equation for both the horzontal and vertical
domains. A convergent explicit difference equation was
solved for appropriate boundary conditions and hydrogeologic
parameters. Patterns of leachate pollutant migration were
determined and represented graphically for both vertical and
horizontal domains.
39. The pattern of ground water pollution was shown to be
divided into three stages: a buildup stage, a steady-state
stage, and a recovery stage. In the first two stages, lea-
chate discharge from the waste disposal site was constant
and continuous. The results showed that leachate pollutant
concentration levels decreased with increasing distance from
the source. The leachate pollutant concentrations in the
two stages were always located at the disposal site down-
gradient boundary.
The third stage was started after stopping the leachate
migration for a period of time. Recovery from leachate
pollutants was pronounced directly beneath the disposal
site soon after termination of the leachate source. The
third stage is characterized by an inversion in concentra-
tion profiles and by a shift in the peak concentration away
from the center of the source in the direction of ground
water flow. Inversion phenomena provided a basis for ex-
plaining field experimental data that showed that some ob-
servation wells located close to the site had lower lea-
chate pollutant concentration levels than wells at farther
distances downgradient.
Inversions in the vertical domain were noticed in all three
stages. They occurred because of the divergence of flow
lines of infiltration leachate as it moves into the ground
water system. The inversions were found at greater depths
at successively greater distances from the leachate source.
40. The ground water velocity vector was found to be the
major controlling parameter in this study. It controlled
both the convective dispersion and the magnitude of the
effective-diffusion coefficients. When the ratio of ground
water flow velocity to leachate infiltration velocity was
increased, leachate pollutants travelled greater distances
down-gradient, but remained at shallower depths in the
ground water. In addition, the rate of recovery of ground
water from leachate pollution after stopping the sources
occurred more rapidly with increasing ratio. This ratio
could be used as a criterion for solid waste disposal site
selection along with climatic and other hydrologic charact-
eristics and the ground water use. By control of leachate
-------
infiltration rates and local ground water velocities, lea-
chate pollutants could be confined to the site's immediate
vicinity or confined to the top layer of the ground water
system.
41. The geologic materials which form the subsurface soils
is a significant factor that influences the patterns of ground
water pollution by leachate from solid waste disposal sites.
The selection of sites in geologic formations containing
active clay minerals could be significant in reducing the
concentration of leachate pollutants in the ground water
system. Reduction of leachate pollutant concentrations due
to the presence of such clays is due to the simultaneous
adsorption and chemical reaction of the pollutants on their
surfaces. Also, existence of clay minerals in the layers
below a solid waste disposal site reduces considerably the
amount of leachate and its infiltration velocity. This would
have the effect of reducing the leachate pollutant concen-
tration level beneath the site and down ground water grad-
ient from it.
GENERAL
42. The use of a laboratory sanitary landfill lysimeter to
generate field behavior patterns is valid if the two systems
are similar in physical and geometric characteristics.
43. The soils derived from the parent granite gneiss which
underlies the test site can reduce leachate contaminant
concentrations. However, the test site study was not car-
ried to a point which would permit conclusions as to long
term renovation effects.
44. Infiltration water control is essential to keeping
leachate contamination from migrating too rapidly through
the underlying soil.
45. Leachate which reaches ground water will concentrate in
a relatively narrow zone near the surface. The resulting
mix will move down ground water gradient (horizontally).
46. Proper surface grading, compaction and refuse handling
procedures should keep leachate generation within limits
which are dictated by site conditions.
47. A semi-log linear relationship exists between contami-
nant concentrations and quantity of leachate after field
capacity is attained. The existence of this relationship
permits quantitative determination of the landfill life.
In addition, predictives of landfill potential behavior
15
-------
patterns can be made to establish the generation rates at
levels compatible with environmental conditions.
48. Gas measurements are important enough to be an integral
part of any landfill operation. However, a careful evalua-
tion of the gas monitoring system is essential to insure
significant data being obtained.
16
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SECTION 3
EXPERIMENTAL FACILITIES
The experimental facilities were used to provide a complete
picture of the behavior of a sanitary landfill (as currently
defined) under simulated and natural environmental conditions,
The laboratory lysimeter functioned as a leachate and gas
generator under controlled environmental conditions, while
the field facility was operated under natural environmental
conditions. The mini-lysimeters were used to evaluate ground
refuse behavior parameters including their hydraulic proper-
ties and the quality and quantity of their leachate.
LABORATORY SANITARY LANDFILL LYSIMETER
Several designs for the laboratory lysimeter were evaluated
during the initial stages of the project. The final design,
which is presented herein, was the result of that effort.
The lysimeter simulated the center of a sanitary landfill
with an 8-foot-thick (2.44 m.) (at time of placement) refuse
layer covered with a 2-foot (.61 m.) soil layer. These di-
mensions were chosen since they represented recommended
practice'1'2^. A major design criteria was that the environ-
mental conditions within the lysimeter represent climate
conditions common to southeastern Pennsylvania for a sanitary
landfill located above micaceous granite gneiss bedrock in
soils derived therefrom. Another major design criteria was
the requirement that the laboratory landfill data be corre-
lated with the field facility data.
Design Criteria
To simulate an in situ sanitary landfill, several site and
physical conditions were incorporated in the design of the
lysimeter and the preparation of the refuse. These condi-
tions were:
1. The simulation of the center portion of a large sanitary
landfill. Usually, a landfill covers a large areal extent
relative to its thickness; therefore, transverse heat losses
would be minimal in comparison to heat losses at its atmos-
pheric and soil contact boundaries.
2. The simulation of atmospheric boundary conditions for
southeastern Pennsylvania. Temperature levels and added
water were equivalent to the average monthly atmospheric
conditions for the locality.
17
-------
3. The simulation of refuse-subsurface soil contact
ary temperatures at the same depth for southeastern Penn-
sylvania.
4. The lysimeter size was such as to insure the validity
of collected da.ta.
5. The size of the refuse components was such as to insure
validation of any data collected.
6. The composition of the refuse represented a "typical"
sanitary landfill.
Tank Characteristics
The lysimeter (Fig. 1) was constructed of 1/4-inch (6.35mm.)
low carbon steel plate. Interior walls were covered with
1/8-inch (3.175mm.) thick fiberglass to protect the steel
against corrosion due to the products of decomposition. The
tank was thirteen feet (3.96 m.) high with a six-foot (1.83 m.
square cross-section and was supported by six 6112 steel
beams equally spaced along its bottom. These beams, in turn,
were supported by two 10135 steel beams which rested on the
laboratory floor.
Leachate collection was facilitated by using an inverted
pyramid-shaped trough (Fig. 2) which was located in the bot-
tom of the tank and was constructed of low carbon steel
covered with fiberglass. The side slopes of the trough
were 1 on 1, and positioned at its apex was a 1/4-inch (6.35
mm.) stainless steel pipe for leachate removal. The interior
of the trough was filled with Ottawa sand and glass spheres
sized and arranged as shown in Figure 3. The sizes of the
sand and spheres were selected to permit free passage of
leachate. The total height of the trough was three feet
(.91 m.), which reduced the interior tank height to ten feet
(3.05 m.)
Environmental System
Bottom Air Temperature Control - The air space beneath the
trough was maintained at a temperature of 57.2°F. This
temperature was equivalent to the average yearly soil temp-
erature at a depth of ten feet below the ground surface in
southeastern Pennsylvania. A schematic of the cooling
system is shown in Figure 4, section B-B. A section through
the air space is shown in Figure 1.
Top Air Temperature Control - Air temperature above the
landfill was changed monthly to conform with the average
18
-------
., ^ f 7" Enclosure constructed
I^TVVVVWWI-IVVWI ofV2"plywood on
"vvv' ' "^L 2x4 wood framing.
Air inlet
—Plastic pipe for water
distribution system
(simulated rainfall]
-Tubes containing gas
sampling hose and
temperature sensors.
lectric heating tapes.
-6'x6'square,'^ thick ,
fiberglass lined, 13
high steel tank.
("fiberglass insulation
covering entire tank.
PiSlrV'insulation board.
Fiberglass lined steel
col lection trough con-
taining a gradedfilter.
Baffle constructed
to stop air from
recirculating.
V/IXA/IVgl
_„, _ t?^"7T TTTfTr" i^'~/Y~/ n^ix-Structural base made up of
Effluent— ^J \J 'J\J\J\J 'J\j\J ,j\J-^C six 6 I beams supported
dram pipe.^3— — by two 10"! beams.
LYSIMETER CROSS SECTION-SIMULATED SANITARY LANDFILL
FIGURE 1
19
-------
ro
o
Insulation
DETAIL OF LOWER TEMPERATUR
CONTROLLING COMPARTMENT
Steel
tank
FIGURE 2
-------
^^
Ottawa Sand Vol.-.is.oocu.ft.
.:?<.r^H\\v^A-v."r«'v.-iva'^^^^
Ottawa Sand Vol.:22.60cu.ft.
o.84-i.oomm o.so caft
1.41 -1.68 - 0.50 ••
3.00, » 0.20
o.i 9 in. 0.05
0.25 " 0.05
0.38 " 0.05
0.63 "
0.05
LYSIMETER EFFLUENT COLLECTION TROUGH
FIGURE 3
-------
monthly air temperatures in southeastern Pennsylvania. The
average monthly air temperatures are listed in Table 1,
Two systems were used to control this temperature.
The first system consisted of a controlled temperature air
sweep which passed directly over the free surface of the
cover soil. This system is shown in schematic in Figure 4,
section A-A in the cross-section through the tank (Fig. 1).
Early in the operation of the lysimeter, it was found that
the air sweep across the soil introduced a small (a differ-
ence of less than one inch of water) positive pressure in
the voids of the refuse. While the pressure presented no
serious functional problem to the system, it was believed
that it might affect gas movement within and out of the re-
fuse. To eliminate the problem of positive air pressure, a
system using cooling water circulating through 300 feet (91.44
m.) of 1/2 inch (12.7 mm.) Tygon tubing was developed. This
system is shown in cross-section in Figure 5 and in schematic
in Figure 6. Cooling water was pumped through the tubing at
the rate of 1-1/2 gallons (5.68 1.) per minute and its temper-
ature was controlled by an immersible cooling coil placed in
a 55-gallon (208 1.) tank. It was possible to place this
system directly on the top of the free soil surface due to
refuse settlement (see section on compaction). This system
and the original air system which was separated from the soil
surface by a sealed steel plate interacted effectively in
maintaining air temperatures above the soil surface.
Water Application System - Distilled water was added to the
top of the soil cover, when needed, on a weekly basis. The
water added represented the excess of precipitation over
evapotranspiration for southeastern Pennsylvania. The quan-
tities applied are given in Table 1. The water was distri-
buted over the soil surface by means of 1-1/4 inch (31.75 mm.)
rigid plastic pipe with 1/16 inch (1.59 mm.) diameter holes
drilled in the top. The pipe system was gravity fed from
outside the tank under a head of three feet. Using this sys-
tem, the water "rained" lightly on the soil surface.
Insulation
Minimization of heat exchange through the lysimeter's vertical
walls was most essential to its use as a simulator of the cen-
ter of the landfill. To control heat exchange, the vertical
walls of the lysimeter were completely insulated (Fig. 1). Two
inches (50.8 mm.) of urethane insulation board, six inches
(152.4 mm.) of fiberglass insulation, stagnant air pockets and
heating tapes were used.
Heat Flow Into The Lysimeter - Movement of heat into the lysi-
meter, when internal temperatures were less than laboratory
temperatures, was minimized by the combination of urethane
22
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TABLE 1
Environmental Data for Southeastern Pennsylvania
Average Monthly Air Temperatures
Month
January
February
March
April
May
June
July
August
September
October
November
December
Temperature
33.4
33.8
41.3
52.1
62.7
71.4
76.0
74.3
67.6
56.6
45.1
35.1
Average' Monthly Water Available for Infiltration
Month P-ET (inches)* Gallons/month**
January
February
March
April
May
June
July
August
September
October
November
December
Total
3.
2.
3.
1,
40
95
40
66
.18
-1.18
-1.85
.28
.21
.89
2.78
3.03
76.3
66.2
76.3
37.3
4.0
0.0
0.0
6.3
4.7
20.0
62.4
68.0
421.5 (18.78 inches)
*Precipitation minus Evapotranspiration
**Gallons per month on a 36 square foot area.
weekly.
Water is added
23
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air
circulation
l\
/fl
Section A-A upper system
1
air
conditioner
blower
Lysimeter
Section B-B lower system
DETAILS OF AIR CIRCULATION SYSTEM
FIGURE k
-------
Baffles.
-30.4 settlement
Oct.1,1967 to
March 1,1868.
FRONT
•Plywood enclosure.
r-Fiberglass insulation.
tank.
Baffles.
W'tygon tubing.
•V\feter distribution pipe.
SIDE
LYSIMETER COOLING SYSTEM (MODIFIED)
to simulate environmental temperature.
FIGURE 5
25
-------
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insulation
mixer
rfiS cool ing
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tubing
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SCHEMATIC - WATER COOLING SYSTEM
FIGURE 6
26
-------
insulation board, fiberglass insulation and stagnant air
pockets.
Heat Flow Out Of The Lysimeter - Flow of heat out of the
lysimeter was controlled by the same insulation system men-
tioned in the previous section, and heating tapes located
in the stagnant air pockets (Fig. 7). The heating tapes
were energized by thermistor-activated controllers which
supplied power. These bands of "active" insulation covered
one-foot segments at the top and bottom of the refuse zone
and three two-foot intermediate zones. Each zone had its
own controller and functioned independently of the others.
The use of zoning permitted control of heat outflow at each
level. Local control was necessary when temperatures inside
the lysimeter were not constant vertically.
When the laboratory temperatures were higher than the inter-
ior temperatures, at any level, the tapes did not heat the
stagnant air pockets. However, when the temperature at a
particular level in the lysimeter was greater than the labor-
atory temperatures by at least 1°F, the corresponding tape
was turned on by the controller. Power to heat the tapes was
supplied in an amount proportional to the temperature differ-
ence, but at a rate so as to minimize overshooting of the de-
sired temperature. The tapes were turned on until the differ-
ence between the internal temperature, at any level, and the
corresponding stagnant air space temperature was less than
1°F. When a difference of 1°F or less was reached, the tapes
were inactivated.
In addition to the controlling thermistors, an auxiliary set
of thermistors was used to monitor the behavior of the heat-
ing tapes. Location of a typical set of thermistors and a
schematic of the controller are shown in Figure 7.
Instrumentation and Sampling
Three major parameters were monitored: temperatures, gases,
and quantity and composition of the leachate.
Temperatures - An automatic scanning-printing system using
thermistors and a digital thermometer was used to monitor
temperatures. Temperatures were measured at seven locations
inside the lysimeter and at two exterior locations. Thermis-
tor locations, at time of fill placement, are shown in Figure
8. The thermistors monitored temperatures in the air space
above the soil cover, at the air-soil cover interface, at the
soil cover-refuse interface, at 1, 3, 5 and 7 feet below the
top of the refuse, at the refuse-Ottawa sand interface, in
the bottom air sweep and at two locations outside the tank.
2?
-------
Atkins
thermistors
ifferential
temperature
controller
Athena
thermistors
gas sampling
tube
HEATING CONTROL SYSTEM
FIGURE 7
28
-------
Y.S.I. THERMISTOR LOCATION
FIGURE 8
29
-------
Initially, temperatures were recorded every hour, but the
system was changed over to four<-hour record time after
the temperature changes ceased being highly transient.
Gas Samples »• Gases were sampled at five different locations
in the ""tank. The sampling positions, which are shown in
Figure 1, were the sampling ports on the side of the tank
at depth of 3 (.91 m.) 5 (1.52 m.) , 7 (2.13 m.) and 9 (2.74
m.) feet below the top soil surface (as initially placed)
and in the air space above the cover soil surface, but
below the steel coverplate. Side samples were taken through
1/2-inch (12.7 mm.) diameter Tygon tubing which ran from the
center of the lysimeter through ports on the side of the
tank. To sample the air above the soil cover, a 1/8-inch
(3.175 mm.) diameter tube was temporarily disconnected from
a wet gas meter (the wet gas meter was used to maintain
atmospheric pressure). After sampling, the air space was
purged to maintain "atmospheric" conditions.
Gas samples were taken three times a week and analyzed for
the gases listed in Table 2. The sampling techniques and
analytical procedures are described in "Pollution of Sub-
surface Water by Sanitary Landfills", Volume 1, U. S.
Environmental Protection Agency, Washington, B.C., 1971.
Leachate - Leachate, when available, was collected in the
bottom trough and removed through the drain once a week.
The analyses performed on the leachate are listed in Table
2. Analytical procedures are described in "Pollution of
Subsurface Water by Sanitary Landfills", Volume 1, U.S.
Environmental Protection Agency, Washington, D. C., 1971.
Leachate quantity was also measured.
Refuse Placement
Materials - The refuse composition was patterned after the
analysis of Kaiser(3) an£ at placement had the composition
listed in Table 3.
The refuse was sized so as to minimize size influence.
Cardboard pieces were not larger than one foot square.
Small pieces of metal and unrolled cans were used to elim-
inate compaction and placement problems due to arching and
large voids. Other paper products such as glass and plas-
tics were also sized to prevent their having an unrealistic
influence on lysimeter functioning.
Compaction - A procedure was developed for external com-
paction, since it was not possible to compact the refuse
within the lysimeter. The general scheme consisted of
30
-------
TABLE 2
List of Liquid and Gas Sample Analyses
Liquid
Chemical oxygen demand
Chloride
Copper
Dissolved oxygen
Hardness
Iron
Nickel
Nitrate
Nitrogen (ammonia, organic)
PH
Phosphate
Sodium
Sulfate
Suspended solids
Total residue (total dissolved solids)
Zinc
Gas
Carbon dioxide
Carbon monoxide
Hydrogen sulfide
Methane (total hydrocarbons)
Nitrogen
Oxygen
31
-------
TABLE 3
Refuse Composition - Laboratory Lysimeter
PERCENT COMPOSITION OF REFUSE (4)
ro
Percent
23.38 Corrugated paper boxes
9.40 Newspapers
6.80 Magazine paper
5.57 Brown paper
2.75 Mail
2.06 Paper food cartons
1.98 Tissue paper
0.76 Plastic coated paper
0.76 Wax cartons
2.29 Vegetable food wastes
1.53 Citrus rinds and seeds
2.29 Meat scraps, cooked
2.29 Fried fats
2.29 Wood
1.53 Flower garden plants
1.53 Lawn grass, green
1.53 Evergreens
0.76 Plastics
0.76 Rags
0.38 Leather goods
0.38 Rubber composition
0.76 Paints and oils
0.76 Vacuum cleaner catch
1.53 Dirt
6.86 Metals
7.73 Glass, ceramics, ash
9.05 Adjusted moisture
Component
Crude fiber
Moisture content
Ash
Free carbon
Nitrogen
a) free ammonia
b) organic
Water solubles:
a) sodium
b) chloride
c) sulfate
C.O.D.
Phosphate
Hardness
Major Metals:
Aluminum, Iron, Silicon
Minor Metals:
Calcium, Magnesium, Potassium
Cms. Pollutant/gm.
dry refuse wt.
38.3%
18.2%
20.2%
0.57%
0.02 mg/gram
0.35 "
1.95 "
2.00 "
2.19 "
25.25 "
0.29 "
10.12 mg/CaC03/gm.
>5.00% (by spectro-
graphic analysis)
1.0-5.0% (by spec-
trographic analy-
sis**)
**Of non-volatile
portion
100.00
-------
filling (with a mixture of prepared refuse) six foot (1.83 m.)
by three foot (.91 m.) by two foot (.61 m.) wooden boxes which
had a trap door bottom (Fig. 9). The refuse components were
premixed by hand prior to placement. The refuse was the com-
pressed in the box in the steel frame, shown in Figure 10, by
using a steel coverplate loaded by the hydraulic jack. The
frame was designed to facilitate insertion and removal of the
refuse boxes.
The refuse was compacted until the original height of two feet
had decreased to one foot (.30 m.) for a compaction ratio of 2:1,
The 2:1 compaction ratio occurred when the unit pressure on the
refuse was approximately six pounds per square inch. As dis-
cussed elsewhere(4), use of the 2:1 compaction ratio criteria
did not prove entirely satisfactory. Upon release of the com-
paction pressure, a rebound of approximately two inches occurred,
At the compaction ratio of 2:1, a dry density at placement of
approximately 327 lbs/yd3 (194 kgs/m^) was obtained.
After compaction in the frame, each load was placed in the tank
by means of an overhead crane. Eight one-foot (.30 m.) layers
of compacted material were required to fill the tank to the de-
sired refuse height. Each layer required two loads for a total
of sixteen compactions. To place the refuse, the loading box
was first positioned so that the bottom trap door rested on pre-
viously placed material. Then, the end straps (Fig. 10) were
removed and the box raised to allow the doors to open. This
procedure permitted the compaction material to be deposited with
minimum distrubance. All voids and corners were hand filled to
insure elimination of any large channels.
After placement, the refuse was covered with two feet of soil
taken from the field site (described in the next section). The
soil was hand tamped into position, and at placement, had a dry
density of 110 lbs/ft3 (1762.2 kgs/m3) and a moisture content of
35.2% (dw).
The total weight of the soil cover resulted in approximately
1-1/2 lbs/in2 of contact pressure on the refuse. The immediate
settlement, 13.4 in. (34.0 cm.), resulted in a refuse depth of
8ft. (2.4 m.) and a dry density of 378 lbs/yd3 (224.28 kgs/m3).
33
-------
Steel cables
2x4 wood beams
Steel
corners
& hinges.
1 inch
plywood
LOADING BOX
Closed View
conne
Ctors-p,
/ \ •»
a
jl
•^-4
rfoors closed
i
.
•*->
^--
r /' '
if.',
i
y
FIGURE 9
-------
Structural steel frame
2 permanent
steel plate
'/z" walls:
•Flexible
hose to
hydraulic
pump.
2 adjustable
and removable
'/Tsteel plate walls.
adjusting bolts.
1 inch
steel
plate base
REFUSE COMPACTION FRAME
FIGURE 10
35
-------
FIELD SANITARY LANDFILL FACILITY
During the planning stages of this study, several existing
landfills were evaluated for their potential use. The
primary reason for acceptance of the site utilized was the
fact that it was a new landfill, which could be studied
from time of initial placement. Other factors which were
weighed in the final determination were the quality of the
proposed landfilling operation, the natural terrain of the
site, the proximity to Drexel, and the site location rela-
tive to existing human habitation. Specific reasons for
selection of this site, relative to ground water and site
geology, are enumerated in the section of location.
Location
The test site was a portion of the southeastern Chester
County Sanitary Landfill located in Kennett Township,
Chester County, Pennsylvania at the intersection of North
Walnut Street and Route #1 Bypass (Fig. 11). It was
immediately north of Kennett Square, Pennsylvania and was
bordered on the west by the east branch of the Red Clay
Creek.
The test site was selected for the following reasons:
1. The site was underlain by metamorphic bedrock: the
geologic materials were typical of a common formation
which extends from Washington, D.C. to Boston, Massachusetts.
2. The test site was located in a new landfill; the use
of a virgin site permitted the obtaining of background
chemical and physical data for both soil and water, which
did not reflect any landfill operation.
3. The test site was well above ground water; the soils
and saprolite (weathered bedrock) were deep and well drained.
Climate Conditions
The field installation was located in the semi-humid north-
eastern part of the United States. Thirty-year monthly
average precipitation and temperature data are given in
Table 4.
Geology - Soils
Regional Geology - The southeastern Pennsylvania region is
largely underlain by the Wissahickon schist formation
(Lower Paleozoic Age), granite gneiss and gabbroic gneiss
and gabbro (Precambrian Age). These metamorphic rocks under-
-------
!KENNETT SQUARE QUADRANGLE
l^^^-w PENNSYLVANIA—DELAWARE
'"~ "" 7.5 MINUTE SERIES (TOPOGRAPHIC)
SW/4 WEST CHESTER 15' QUADRANGLE
FIGURE 11
37
-------
TABLE 4
Thirty Year Average Precipitation and
Temperature Data for Wilmington, Delaware
Thirty Year Average Precipitation
Month Inches
January 3.40
February 2.95
March 4.02
April 3.33
May 3.53
June 4.07
July 4.25
August 5.59
September 3.95
October 2.91
November 3.53
December 3.03
Total 44.56
Thirty Year Average Maximum and Minimum Temperatures
Month Maximum Minimum Average
January
February
March
April
May
June
July
August
September
October
November
December
Annual
Source: Department of Commerce, Weather Bureau
41.3
42.4
50.5
62.5
73.4
81.8
86.2
84.2
77.9
67.3
55.1
43.5
63.8
25.5
25.2
32.0
41.6
52.0
61.0
65.8
64.3
57.3
45.9
35.7
26.7
44.4
33.4
33.8
41.3
52.1
62.7
71.4
76.0
74.3
67.6
56.6
'45.4
35 . 1
54.1
38
-------
lie the metropolitan region from Washington, B.C. to
Boston, Massachusetts. These rocks are extensively faulted
and have similar hydrogeologic characteristics. Bedrock
is usually deeply weathered and highly decomposed resulting
in a thick saprolite zone. The most common soils that de-
develop in material weathered from this rock type belong
to the Glenville, Chester, Glenelg and Worsham series.
The Glenelg series consists of moderately deep, well-drained
soils of uplands. The soils have moderate permeability and
are better drained than the Glenville series. The Chester
series consists of soils deep and well-drained with moderate
to moderately rapid permeability.
The Glenville series consists of deep, moderately well-drained
soils. They are on concave areas in the uplands and around
the heads of streams, where the water table is high in the
soil for long periods. Their permeability is moderately low.
The Worsham series consists of deep poorly drained soils
of uplands. They have low permeability and are water-logged
most of the time. They occur around seeps fed by springs at
the heads of streams, along small streams, in slight de-
pressions and along areas at the base of slopes.
Ground water is under water table conditions flowing from
topographic highs to lows. The source of this ground water
is rainfall that has infiltrated locally to recharge the
ground water aquifers.
Site Geology - The site consists of a northeast-southwest
drained topographic high with a range in elevation from
320 feet (97.54 m.) to 380 feet (115.82m,.) above mean sea
level. The map location for this site is 11.6 inches
(294.64 mm.) west and 3.75 inches (95.25 mm.) south of the
northeast corner of the Kennett Square, Pennsylvania -
Delaware 7-1/2 minute quadrangle. The portion of the quad-
rangle relevant to this study is shown in Figure 11.
Ten soil identification pits were dug during the initial
site investigation. Soil in these pits varied from 35
inches (.89 m.) to 61 inches (1.55 m.) in depth overlying
saprolite, a highly weathered bedrock. The general soil
conditions consist of the Glenville and Worsham soils
located below the 350 foot contour line and the Glenelg
and Chester soil located above this elevation. The granite
gneiss underlying the site is largely deeply weathered,
micaceous, friable to compact, fine to medium bedded, has
iron staining on joints and bedding planes, and is locally
quartz-rich. Depth of bedrock is generally shallower on
the crest of the topographic high.
39
-------
A detailed description of two of the soil identification pits
is adequate for the site. The approximate locations of these
soil identification pits are indicated in Figure 12. The
descriptions for these pits are given in Tables 5 and 6.
The direction of ground water movement beneath most of the
site is toward the southwest where it discharges into an
unnamed tributary of the East Branch of the Red Clay Creek.
At the extreme northern edge of the site, ground water move-
ment is toward the highway cut for U.S. Route #1 Bypass.
Ground water movement at the western end of the site is
toward the west to the East Branch Red Clay Creek, which
flows in a southern direction. Two reservoirs for the
Kennett Square water supply are present at the west end of
the site between the stream and the landfill site. They
are approximately 10 feet (3.05 m.) above the stream level
and are hydrologically isolated from the ground water flow
system. Southwestward drainage is present approximately
1/4 mile (402.25 m.) south of the site. The confluence
of the unnamed tributary and East Branch Red Clay Creek
is near the southwest corner of the site in the headwaters
region of the creek.
There is one well, approximately 80 feet deep (24.4 m. ) , in
the vicinity of the landfill. It is located 321 feet (97.8
m.) east of the test landfill at a private residence. At
this distance and location, it does not have any influence
on the direction of ground water movement at the test land-
fill.
Test Pit Geology - The location of the test landfill is
shown in Figure 12. The predominant soil type is a strong
brown silt loam which is blocky, friable when moist, non-
sticky and non-plastic when dry. It is of the Chester series
marginal with Glenelg series. The bulk density of this soil
falls within the range of 1.19 to 1.59. The average mois-
ture held at 40 mm. tension is approximately 25 percent by
weight. The permeability of these soils varies between 1.84
and 30xlO~4 cm/sec. Using an average density of 91.4 Ibs/
ft3 (1464 kgs/m3) for undisturbed sub-strata and an average
cation exchange data for the "C" horizon for Chester and
Glenelg soils, the exchange capacity has been calculated
to be 4,440 milligram equivalents/ft3 (.157 milligram
equivalents/cm3) of which 2,200 (,078) are hydrogen ions and
the remainder metallic cations, mostly calcium and magnesium.
This cation exchange capacity represents a considerable ab-
sorptive and renovating power. The extractable cations
consist mainly of calcium.
-------
FIGURE 12
-------
TABLE 5
Test Pit No. 10
DEPTH (inches) HORIZON DESCRIPTION
0-13 AP Dark-grayish brown silt loan, weak, fine and
medium granular structure. Very friable.
Non-stocky, non-plastic when wet, abrupt lower
boundary. Range 10 inches to 15 inches.
13 - 20 B21 Strong (silt loara). Brown in color. Moderate
medium - sub-angular blocky. Friable non-
sticky, non-plastic, granular wavy lower boundary.
Thickness ranges from 5 inches to 9 inches.
20 - 25 B22 Yellowish brown loam, partial clay films, weak
sub-angular blocky structure. Clear wavy lower
boundary. Thickness ranges from 3 inches to
8 inches.
25 - 36 B3 Strong brown and yellowish brown loam, weak
platy structure. Friable, non-sticky, non-
plastic gradual wavy lower boundary. Thickness
ranges from 10 inches to 16 inches.
36-60 C Saprolite, very micaceous (biotite), dark gray/
black, weathered to orange brown. Thin stringers
of white micaceous deeply weathered feldspar.
Gneissic bedding.
60 - 148 Deeply weathered, slightly macaceous Saprolite.
White, yellowish brown and manganese staining
on bedding planes and joint surfaces. Saprolite
is primarily a slightly macaceous feldspar with
varying amounts of quartz. Clear quartz veins
common. Weathered rock is incoherent to
slightly coherent. Joints are closed. N60E -
315 feet.
-------
TABLE 6
Test Pit No. 5
DEPTH (inches) HORIZON
0-9 AP
9-18 B21
18 - 25 B22
25 - 35 B3
35-88 C
35 44
44 - 49
49 - Rock
Bedrock - Hole
Depth, 120 inches
DESCRIPTION
Dark grayish brown loam, very friable, non-sticky,
non-plastic, abrupt smooth lower bound. Range
8 inches to 10 inches.
Brown loam, very friable, weak Bub-angular.
Blocky structure, partial clay films, friable,
non-stocky, non-plastic, 20 percent coarse
fragments. Range + 2 inches, 7 Inches to 11 Inches.
Dark brown loam, friable, non-stocky, non-plastic,
few clay films. Twenty percent coarse fragments
lower bound. Abrupt, wavy. Range 5 Inches to
9 inches, gradual wavy.
Brown sandy loam, friable. Ten percent coarse
fragment lower bound. Abrupt, wavy, non—stocky,
non-plastic.
Light gray, yellow brown and brown saprolite.
Sandy. Range 60 inches to 88 inches at rock.
Deeply weathered granite gneiss, slightly mica-
ceous, white, orange grown staining on bedding
plane. Friable, scattered quartz veins.
Deep brown, very micaceous gneiss, deeply
weathered, friable to compact.
Saprolite, brown micaceous to very micaceous.
Friable to compact, deeply weathered, long
bedding planes.
Granite gneiss, slightly micaceous, white to
light gray, weathered along joints, fine to
medium bedded. Thin quartz veins, thin zones
of deeply decomposed rock, no open joints or
bedding planes.
53 degrees South - North 60 East.
-------
Air rotary drill borings were made to determine subsurface
conditions and to install the various sampling tubes. On
the basis of three borings (Nos. 8, 10, 11? Fig. 13), in
the immediate vicinity of the test landfill, the following
geological conditions were found to exist: three feet of
field silt loam soil overlying 33 feet (10.06 m.) to 37 feet
(11.28 m.) of a soil micaceous gneiss bedrock.
Samples of the saprolite were taken in the base of the test
pit. The typical saprolite, which comprises about 75 percent
of the pit floor is micaceous with abundant feldspar and a
moderate amount of quartz. Approximately 20 percent of the
area is a predominantly quartz-rich saprolite, and approxi-
mately 5 percent of the area is an iron- and manganese-rich
saprolite.
Ground water occurs at depths of 20 feet (6.1 m.) to 22 feet
(6.71 m.) in the 11 borings around the test landfill. The
direction of ground water movement is to the southwest with
a gradient of approximately 1/2 foot (152.4 mm.) in 20 feet
(6.1 m.) (Fig. 14). The test site is located so that ground
water movement is away from the site and is not affected by
adjacent landfilling operations. Water levels showed a
slight rise from November 11, 1967 to March 11, 1968 of 0.3
feet (91.44 mm.) to 0.5 feet (152.4 mm.). Spring recharge
took place between March 11, 1968 and May 10, 1968 as water
levels rose approximately 1 foot (.305 m.) to 1.5 feet
(.457 m.) .
Site Plan
The general topography of the site cmd the parcel used for
this study are shown in Figure 12. In general, the north-
eastern end of the site (the test landfill location), has a
relatively gentle slope. Toward the northwestern end of the
site, the ground surface falls sharply toward U.S. Route #1
Bypass. This change in topography is not considered signifi-
cant because the test area is approximately 500 feet (152.4 m.)
removed from the slope.
Details of the portion of the site instrumented for this study
are shown in Figure 13. Preliminary instrumentation began in
the summer of 1967. At that time, a 50 foot (15.24 m.) by
50 foot (15.24 m.) by 10 foot (3.05 m.) deep pit was excavated
and instrumentation was initiated.
Upon completion of the filling operation (described later)
in May of 1968, the ground surface of the test area was
contoured so as to retain all precipitation on the 50 foot
(15.24 m.) by 50 foot (15.24 m.) fill area and to prohibit
area inundation by any external surface water.
-------
r/w
DETAIL
+9 +8
BN-3
KENNETT SQUARE
PLOT PLAN
El
• • • •
E2 E4
..
D2 D4
B3L
J<6' instrument shed
electric line
•C4
c_
A4
• limits of sanitary
* landfill test area
see Section Drawing
+ ... ground water sample well
•... gas sample well and
thermistor probe
D... nuclear access tub*
a... unsaturated soil moisture
sample well
access road
FIGURE 13
1*5
-------
AVERAGE
GROUND WATER
CONTOURS
JANUARY- JUNE 1968
note--
EM. 379.02'on
Walnut street bridge
over Rt. 1 bypass.
+... Ground -water
sampling wells
limits of sanitary
landfill test area
FIGURE 14
-------
Instrumentation
Basic instrumentation of the site was similar to that of
the laboratory lysimeter. Instrumentation began in the
Fall of 1967 after excavation of the test pit.
A four-foot diameter concrete pipe was located in the center
of the test pit. This concrete pipe served as a hub from
which all horizontal instrumentation extended into the test
pit. The location of the pipe is shown in Figure 13, and a
cross-section is shown in Figure 15. A cross-section
through the entire fill area is shown in Figure 16.
Gas Samples - Gas sample tubes were located within the fill
and at various locations in the in situ earth material above
the water table. Locations were chosen so as to monitor gas
and temperature changes both horizontally and vertically
inside, outside and beneath the test landfill. Lateral
sampling tubes extended from the center concrete pipe into
the test landfill. Vertical sampling tubes extended from
the ground surface to the various sampling depths. Tube
locations are shown in Figure 13. Series A through E and
P designate clusters of vertical gas tubes. Series W
through Z designate the lateral gas tubes. Sampling depths
are summarized in Table 7.
Figure 17 is a schematic of a gas sampling tube and thermis-
tor well. The wells were placed using a four inch rotary
drill. Each hole was predrilled and then instrumented
using the following sequence:
1. Six inches of 1/8 inch (3.175 mm.) to 1/2 inch (12.7 mm.)
gravel was placed at the bottom of the hole.
2. Rigid 1-1/4 inch (31.75 mm.) I.D. plastic pipe contain-
ing predrilled holes and a neoprene stopper was inserted into
the hole. The gas sample tube and thermistor were inserted
into and sealed in the stopper. The neoprene stopper was
positioned in the tube at the terminal point of the drilled
holes. The stopper was sealed in the tube to prevent gas
leakage.
3. After pipe insertion, an additional 12 inches (.305 m.)
of gravel were placed around the exterior of the pipe.
4. A coarse to fine sand pack was placed on top of the
gravel to a depth of approximately 5 feet (1.52 m.)
5. The distance from the top of the sand to the ground
surface was tightly sealed with Bentonite clay.
-------
%"plywood top—-) .r-gas ports
f
'/AD. heavy wall -t
tygon tubing and \
Y.S.I, thermistors.-^
/!. /
12^ ft. n
/) /
{
A/
>V
\
/If
-------
1113 U18 Ull U8
Zl
Z2
Z3
Z4
15
Z6
P1P2P3
i
U6 U4 Ul
/WJT^ 1
1 Soil
jYl
A I
.Y?
A-*
,.,. ,VT Ref nc«
•AO neiuse
,.Y,4 /
tif* /
vc Bottom of /
Refuse/^
X6^ — ^C^
Himits of landfill
test area
KENNETT SQUARE PLOT SECTION DRAWING
FIGURE 16
-------
TABLE 7
Sample Depths - Gas and Temperature for Field Facility
Series
A
through
E
Number
1
2
3
4
Depth Below Original
Ground Surface
4 feet
8 feet
13 feet
18 feet
p
w
through
Z
1
2
3
1
2
3
4
5
6
13
15
18
2
4
6
8
10
12
feet
feet
feet
feet
feet
feet
feet
feet
feet
Location of Three Additional Temperature Units
1. Water Well No. 11 - Monitors ground
water temperature
2. Instrument House - Monitors air
temperature
3. Six feet west of instrument house,
three inches below soil surface -
Monitors soil temperature
50
-------
Bentonite
X
X
X
&
/
1
\
1
X
x"
X
X
X
X
X
X
X
X
X
m
Sand
Gas Sample Tub
Thermisto
Neoprene Stopper
I " 1 *" r\ i
gtoj Gravel
|"4> holes in
pipe wails
all around
continues
to top
of well
distance
varies
o'-6'
0-6*
0*-6*
DETAILS OF GAS SAMPLING AND THERMISTOR WELLS
FIGURE 17
51
-------
Temperatures - Temperatures were monitored once every four
hours by an automatic scanning-printing system using ther-
mistors and a digital thermometer. The thermistors were
positioned at 50 locations throughout the test area. Forty-
seven temperature locations corresponded to the gas sample
positions listed in Table 7. The three other thermistor
locations are also listed in Table 7. The method of install-
ation was the same as described previously under Gas Samples,
Ground Water Samples -
Deep Wells - In August, 1967 fourteen ground water observa-
tion wells drilled to a depth of 35 feet (10.67 m.) were
located over the site. Their locations are shown in Figure
13.
The ground water wells were located so as to be in the di-
rection of ground water movement, which was predetermined
by installation of pilot wells prior to excavation of the
main test pit.
The wells consisted of 1-1/4 inch (31.75 mm.) I.D. semi-
rigid plastic pipe placed in a 5-1/5 inch (.13 m.) diameter
drill hole. The pipes were 35 feet (10.67 m.) long and had
1/8 inch (3.175 mm.) diameter holes drilled along the bottom
9 feet (2.74 m.). The volume of the drill hole exterior to
the pipe was gravel packed (1/8 inch (2.175 mm.) to 1/4 inch
(6.35 mm.) gravel) to a distance of 1 foot (.305 m.) above
the top of the holes. The remaining volume of the space
was filled with Bentonite clay to within five feet (1.52 m. )
of the soil surface. From the top of the Bentonite to the
ground surface, native soil was used to complete the seal.
The sealing procedure insured free passage of suspended
solids into the wells, but prohibited entrance of surface
water.
Shallow Wells - In August, 1970 shallow depth wells were
installed in clusters as shown in Figure 18. The last two
numbers of the well designation indicate the depth (in feet)
to the bottom of the openings in the. well casing. The
letters are for designation of location. The porous sec-
tions of wells 25 and 27 do not extend to the casing bottom,
but cover the section 21 (6.40 m.) to 23 feet (7.01 m.) and
23 (7.01 m.) to 25 feet (7.62 m.) respectively. This was
done to permit a cup to be built into the casing bottoms so
as to insure accumulation of a sufficient quantity of
ground water test samples as the water table fluctuated.
Table 8 summarizes the elevations of the top and bottom of
each well screen.
52
-------
SHALLOW WELL CLUSTER LOCATIONS
WI27
WI28<
WI25
WF28
•WF25
WF27
SI28- 'SI27
SI25- -SI35
E25
E28
»
'E27
SF27
SF28-
•SF25
25 27 28 35
~*™
—
21 FT.
23 FT.
:&
££
1— J
23 FT.
25 FT.
m
£1
25 FT.
28 FT.
r-r
1 '
Ljd
GROUND
WATER
30 FT.
35FT.
FIGURE 18
53
-------
TABLE 8
Shallow
(
Well
E23
E25
E28
SF23
SF25
SF28
SI23
SI25
SI28
SI35
WF23
WF25
WF28
WI23
WI25
WI28
Well Sampling Screen Elevations
feet above mean sea
Bottom
347.45
345.61
342.69
346.60
345.02
341.69
346.90
344.79
341.91
335.07
346.72
344.74
341.80
347.10
344.85
341.41
level)
Top
349.45
347.71
345.69
348.60
347.02
344.69
348. 90
346.79
344.91
340.07
348.72
346.74
344.80
349.10
346.85
344.41
-------
The purpose of the shallow wells was to define the depth
and concentration of substantial pollutant migration. The
shallow well pattern was established using the data from
the deep wells installed in 1967. The method of well
installation was as described in the section on Deep Wells.
Unsaturated Soil Water Samples - Water samples were obtained
from the soil above the water table and in the refuse by
using a soil moisture sampler (Soil-Water Sampler - Soil
moisture Equipment Company, Goleta, California; catalog no.
1900) .
The sampler contained a "1 bar entry value" porous ceramic
cup inserted at the end and cemented to a 1.9 inch (48.26
mm.) I.D. plastic pipe. The open end of the pipe was fitted
with a rubber stopper which had provision for application of
a vacuum.
Method of placement was the same as for the gas sampling
tubes. Locations and depth of soil-water samplers are
shown on Figure 16.
Soil Moisture and Density Measurement - Four stainless
steel access tubes,1-5/8 inches(41.28 mm.), I.D., and
0.35 inch (8.89 mm.) wall thickness were located within
the landfill and the adjacent undisturbed soil. Each tube
was 18 feet (5.49 m.) long. These tubes permitted the
measurement of in situ moisture and density. The location
of these tubes is shown in Figure 13.
Raingauge - A Belmont No. 551 recording raingauge was loca-
ted on top of the instrument shed. The location of the
instrument shed is shown in Figure 13.
Rain data was recorded continuously on a strip chart con-
trolled by a spring-operated seven-day clock movement.
Instrumentation Schedule -
Inside the Test Landfill Area - The P series gas and temper-
ature units were emplaced after the concrete hub was posi-
tioned and prior to the filling operation.
During the filling operation, the tygon lateral gas and
temperature units, series W through Z, were located in the
fill at the selected depths. The lateral units were ex-
tended to a distance of 10.5 feet (3.2 m.) from the face of
the concrete hub at each level in each of the four compass
directions. After each two feet of refuse was emplaced,
trenches were dug for each unit and then backfilled by
hand. This procedure insured against injury during the
55
-------
refuse emplacement.
After completion of the filling operation, the two ground
water observation wells beneath the landfill area were
drilled. Their method of emplacement followed the orocedure
previously described. Also installed at this time were the
unsaturated soil moisture sampling devices and the 1-5/8
(41.28 mm.) inch I.D. standard steel tubes for use in the
in situ moisture and density determinations.
Outside the Test Landfill Area - All observation wells, ex-
cept for the pilot ground water observation wells, were em-
placed at the same time as the P series gas and temperature
units. The pilot ground water observation wells were estab-
lished approximately six months prior to excavation of the
test pit to permit adequate determination of the direction
of ground water movement.
Sample Analysis -
Gas Samples - Samples were obtained weekly and analyzed for
carbon dioxide, oxygen, nitrogen, methane, hydrogen sulfide
and carbon monoxide using a gas chromatograph. The sampling
technique and analytical procedures are described in NTIS
Publication No. PB 209 001 and PB 209 002.
Ground Water Samples - Samples were obtained weekly. The
analyses performed are listed in Table 2. Analytical pro-
cedures are described in NTIS Publication No. PB 209 001 and
PB 209 002.
To obtain samples from the shallower wells, a vacuum system
was used. A pump, located in the instrument house, was
attached to tygon tubing which was lowered into each well
to a depth of 25 feet (7.62 m.) . The pump was then turned
on and the sample was collected in a liter flask and trans-
ferred to the sample bottles.
To obtain samples below 28 feet (8.53 m.), a Clayton-Mark
sand pump with 3/4 inch (19.05 mm.) I.D. tygon tubing was
used. The sand pump operated on the same principle as a
bailing bucket with a ball bearing in its housing. As the
pump was lowered into the well, the water raised the ball
bearing, opening the entrance port. Then, when the pump
was pulled from the well, the ball fell back into place
and closed the port. The sampling method insured a repre-
sentative sample with no filtering.
Unsaturated Soil Moisture Samples - A vacuum was applied to
the upper end of each tube for a time sufficient to obtain
an adequate amount of sample (determined experimentally).
-------
The soil moisture samples accumulated in the bottom of the
tube above the porous ceramic cup. They were removed from
the tube by a small pump. The samples were analyzed for the
same pollutants as the ground water samples.
Refuse Placement
The filling of the test area began on April 29, 1968 and was
completed on May 14, 1968. The trench method of sanitary
landfilling with horizontal compaction was used. At the end
of each day's operation, the refuse was covered with approxi-
mately six inches (.15 m.) of soil.
Refuse and daily soil cover were compacted at natural mois-
ture content. The compaction equipment was a Caterpillar
Front End Loader, Model No. 955K. This model weighed approx-
imately 16.5 tons (14.98 metric tons) and produced a contact
pressure of about 7 pounds per square inch (4921.7 kgs/sq.
meter).
The refuse used was primarily domestic with a small percen-
tage of industrial, mainly plastics and cardboard. Collec-
tion trucks were primarily compacter type with 16 (12.23)
to 20 cubic yard (15.29 cubic meters) capacities. During
the filling operation, gross and net weight of each truck
was obtained to compute refuse weights and densities.
Incoming densities ranged from a minimum of 150 pounds per
cubic yard (89 kgs/cu.meter) to a maximum of 700 pounds per
cubic yard (415.33 kgs/cu.meter). Average density was 500
pounds per cubic yard (296.67 kgs/cu.meter).
Total weight of emplaced refuse was 274 tons (248.7 metric
tons). Neglecting the 6 inch (.152 m.) daily soil cover,
the compacted density of the fill was 740 pounds per cubic
yard (439.07 kgs/cu.meter) for a compaction ratio of 1.5
to 1.
The estimated total thickness of intermediate soil covers
used at the end of each day's filling was 1.4 feet (.43 m.).
Using a net height of 6.6 feet (2.01 m.) for refuse gave
an adjusted initial unit weight of 895 pounds per cubic
yard (531.03 kgs/cu.meter).
A random sampling technique was used to obtain representa-
tive refuse samples. The chemical composition of the em-
placed refuse, based on these composite samples, is given
in Table 9.
57
-------
TABLE 9
Kennett Square Initial Solid Waste Chemical Analysis
(ittg/g of refuse - except as noted)
Percent Ether Extracted 1.70
Percent Water Extracted 7.68
Solid COD 12.62
Solid Nitrogen 3.43
Water Soluble
Iron 0.221
Zinc 0.589
Nickel 0.053
Copper 0.023
Calcium 0.945
Phosphate 0.312
Chloride 1.532
Sodium 1.324
Ammonia Nitrogen o.O
Organic Nitrogen 0.382
Chemical Oxygen Demand 43.98
-------
LABORATORY SANITARY LANDFILL MINI-LYSIMETER
Mini-Lysimeter Description
The laboratory mini-lysimeters were 55 gallon (208 liter)
drums (Figure 19) constructed as simplified versions of the
full size laboratory lysimeter.
The tank sides were insulated with six (6) inches (.152 m.)
of fiberglass insulation. However, the top and bottom of
the tank were exposed to ambient temperatures. To minimize
temperature fluctuation influences, the drums were located
in a controlled temperature room set at 65°F. As shown in
Figure 19, leachate collection was from the bottom of the
tank and gas samples were collected from mid-height on the
tank side.
Milled Refuse Composition, Size and Placement
Eight mini-lysimeters were used in the study. Each unit was
filled with domestic refuse obtained from a local collector.
Refuse composition before milling is summarized in Table 10
and placement data is presented in Table 11.
Five sizes of milled refuse were used in the study. Three
of the gradations were produced using a Williams Type GP
1518 Hammermill operating at 3600 RPM with grate openings
of one inch and hammer spacing of one-half inch. The lar-
ger size particles were obtained by modifying the mill.
Modification consisted of enlarging the grate spacing and
reducing the number of hammers. The milled refuse size
used in each mini-lysimeter is summarized in Table 11 and
described in detail in the paragraphs which follow.
A mechanical sieve analysis of each ground refuse size was
performed. The gradation curves are presented in Figure 20.
The 050 sizes are also listed in the figure. 059 is the
fifty percent finer equivalent diameter for the refuse.
The gradation curves are similar to those of soils. However,
basic differences in particle structure can be observed
visually. Size A has two distinctly different shaped parti-
cles. The lighter materials such as paper, film plastic and
cloth are needle shaped whereas the heavier material such
as soil, metal and glass tends to be spherical shaped.
Sizes B and C show the same basic differences as A except
that the lighter materials are plate shaped rather than
needle shaped. Sizes D and E are erratic in shape with the
larger particles tending to be the lighter weight.
59
-------
INSULATION-7 u* 2 FT.
55 GAL. DRUM
-TYGO.M TUSiNG
AND
THERMISTOR
LEACHATE
MINI LYSIMETER SCHEMATIC
FIGURE 19
60
-------
TABLE 10
Composition of Refuse Used in Mini-Lysimeters
Percent by
Component As-Received Weight
Paper 55
Rags 3
Metal 10
Plastics and Rubber 3
Wood 2
Organics (Food Wastes & 15
Garden Wastes)
Ashes and Dirt 2
Glass 10
61
-------
TABLE 11
ON
Mini-Lysimeter Refuse Placement Data
Lysimeter
J
K
M
N
0
P
R
S
D^Q Size
(mm. )
4.80
3.20
3.20
3.20
3.20
92.00
0.89
13.50
Densi ty
Ibs/yd3
515
520
505
740
650
520
530
519
Depth
(ft.)
2.4
2.4
2.5
2.7
2.5
2.7
2.5
2.7
Original Moisture
Content (% Dry
Weight)
20.3
16.5
16.6
16.5
16.7
20.5
8.55
20.5
Estimated"
Field Capacity
(inches/ft)
5.8
8.2
8.1
9.2
8.8
4.0
9.1
5.8
'•Estimated from Figure 83 Field Capacity vs Density for Various
Component Sizes (saturated samples)
-------
0\
100
SHREDDED REFUSE
Gradation Curve
Lysimeter
0.89
3.20
4.80
13.50
32.00
10 Size in Millimeters ddg scale)
FIGURE 20
-------
The effect of milling on the initial refuse composition was
evaluated. The purpose of the evaluation was to establish
whether or not the grinding process would alter the refuse
organic component due to the increase in temperature result-
ing from the grinding action. It was hypothesized that the
increase in temperature due to the mechanical action would
volatilize much of the easily metabolized materials such as
sugars, starches and food proteins which have low boiling
points. Samples of the ground refuse were chemically ana-
lyzed immediately after milling. The chemical analyses were
performed using the procedures recommended by Schoenberger(5)
and included:
1. Chemically Decomposable Oxygen
2. Nitrogen
3. Percent Ether Extractable
4. Percent Water Extractable
The water extractable portion was analyzed using procedures reported by
A.A. Fungaroli in Pollution of Subsurface Water by Sanitary Landfills,
U.S. Environmental Protection Agency, SW-12rg, Washington B.C. 1971.
The results of the analysis are given in Table 12. It can
be seen by the results that the hypothesis proved to be
valid. Both the chemical decomposable organic content and
the ether soluble fraction of the milled refuse decreased
with decreasing particle size (hence increasing energy input
during grinding).
The only inorganic component which was found to be altered
by the milling process was iron. Iron increased almost 50
percent in the A size. The increase in iron occurs because
iron is the only metallic ion measured whose surface area
will be increased by milling. Since the surface area of iron
is increased by milling, the soxhlet extraction which is
time dependent will remove more iron from the smaller sizes.
Since it is assumed that the same amount of iron is present
in all the refuse sizes, these results indicate that initi-
ally the iron concentrations of the fine ground refuse would
be higher than the coarser ones.
All other analyses indicate statistically (analysis of vari-
ance - F test) that the refuse is from the same population.
The results of these analyses are given in Table 12 along
with the mean value of all the tests and the F-statistics
for each analysis. The results which show variations are
designated by asterisks. The Duncan comparison test was
performed to determine sizes which differed.
The refuse was hand placed and compacted into the mini-
lysimeters. Except for mini-lysimeter P, refuse placement
-------
TABLE 12
Milled Refuse Analysis
.ON
(mglg Refuse except where noted)
Milled Refuse Size
D50
CDO (mg 0/gram refuse)
Percent Ether Extractible
Percent Water Extractible
Nitrogen (mg N/gram refuse)
Water Extractible Portion
Phosphate
Sulfate
Iron
Nickle
Copper
Zinc
Ifegnesium
Calcium
Sodium
Potassium
Total Alkalinity
Chloride
Hardness
PH
Specific Conductance
(micromhos)
A
0.89
398
1.76
7.76
4.76
0.97
7.76
0.64
0.007
0.016
0.027
0.194
0.769
2.269
1.212
0.474
2.581
4.149
5.86
452
B
3.20
602
2.01
4.94
4.11
0.78
8.14
0.087
0.009
0.010
0.037
0.181
0.435
1.970
1.032
1.820
2.300
2.037
6.17
221
C
4.80
781
1.93
4.40
5.20
0.64
8,10
0.11
0.01
0.013
0.048
0.173
0.739
1.875
0.947
2.023
2.345
2.491
6.16
233
D
13.50
933
3.59
4.25
4.27
0.45
7.10
0.04
0.003
0.007
0.023
0.125
0.352
2.445
0.846
1.767
2.087
1.520
6.10
226
E
92.00
979
4.03
6.05
5.26
0.44
8.13
0.03
0.006
0.012
0.024
0.125
0.672
1.991
1.132
1.691
2.759
2.435
5.90
226
Avg.
Mean
5.48
4.72
0.65
7.85
0.007
0.012
0.032
0.166
0.593
2.11
1.034
2.414
6.03
F Sta-
tistic
29.94*
10.03*
3.103
1.598
2.49
0.51
57.83*
0.81
2.34
4,
1,
3,
00
298
07
0.626
1.041
19.84*
0.56
16.27*
1.72
27.68*
*Statistical difference in mean values.
-------
was routine. Lysimeter P was filled with unground refuse
and some placement difficulties due to material size were
encountered. Where necessary, the unground refuse size was
decreased to overcome the placement problems.
Refuse Moisture Control
After refuse placement, water was added to each unit to bring
the refuse to one-half of field capacity. Thereafter, water
was fed to the units, except M, at the rate of 2.28 liters
per week. The quantity of water added per week was the week-
ly precipitation minus evapo-transpiration for southeastern
Pennsylvania. Mini-lysimeter M was fed water following the
same schedule as the large laboratory lysimeter.
66
-------
SECTION 4-
EXPERIMENTAL RESULTS
SANITARY LANDFILL LABORATORY LYSIMETER
Experimental data were obtained for a period of approximately
1600 days starting on October 1, 1967. The results are pre-
sented in graphical form in this section. The tabulated data
for the last half of the study are available in Volume 2 of
this report. The tabulated data for the first half of the
study are available as an appendix to the previous report.
(SW-12rg-Pollution of Subsurface Water by Sanitary Landfills,
U.S. Environmental Protection Agency, 1971).
Figure 21 represents the volume of water added at the top of
the lysimeter and the leachate removed at the bottom. Shown
in Figure 22 is the curve for the water stored in the lysi-
meter (amount added minus quantity of leachate). Leachate
pH values are given in Figure 23. Curves for concentration
and total quantities leached of iron, zinc, phosphate, sul-
fate, chloride, sodium, nitrogen, hardness, chemical oxygen
demand, total solids, suspended solids, nickel and copper
are presented in Figures 23 through 52. In most cases,
curves extend for the test period. However, where early
termination or breaks in the curves occur, this is due either
to analysis termination because of lack of substance concen-
tration or lack of confidence in the analysis.
In addition to the complete set of curves, the data were
analyzed for mean and standard deviation for each low and
high quantity of leachate period. The results of these ana-
lyses are presented in Figures 53 through 69. Correlations
of the various parameters were also performed. The results
of the correlations are presented in Tables 13 through 19.
(See Summary).
Leachate Quantity
The curves in Figure 21 show the influence of initial water
content and the programmed water feeding schedule on leachate
production. The curves graphically indicate the initial lag
between water addition and leachate production.
The generation of substantial quantities of leachate required
that each lysimeter component be at their respective field
6?
-------
ON
CO
CO
DC
LJJ
110
100
90
80
70
60
50
40
30
20
10
I I I I I I I I II I
Volume of Lysimeter Leachate and Water Added
Water Added
Leachate
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 15001600 1700
TIME, days from October 1,1967
Figure 21
-------
LYSIMETER
WATER
STORAGE
a? 1800 -
UJ
COMPUTED WATER ABSORPTION
WATER ABSORBED: 4.1"/ft. @ 476 Ibs/cy dry density,
5.5 ft of refuse at an initial
moisture content of 18.2%dw
Cover soil and subdrain assumed
to be at field capacity.
REFUSE FIELD CAPACITY: 3.75 in/ft based on initial refuse depth.
4.69 in/ft based on refuse depth at day
1500.
1.38 Ws where Ws is dry refuse weight
j_
500 1000
TIME IN DAYS from OCTOBER
FIGURE 22
1500
1967
-------
Lyilmeter pH
100 200 900 400
500 (00 700 tOO BOO 1000 HOC
Tlirn In Days (ram October I, 1967
FIGURE 23
1200 1900 MOO 1900 1600 I7OO
-------
Lysimeter Iron Concentration
6 eoo
100 200 300 400 500 600 TOO 600 900 1000 1100 1200 1300 MOO 1500 1600 1700
Tims in Days from October I, 1967
FIGURE 2k
-------
50 -
40 —
LEACHATE IRON
CUMULATIVE QUANTITY REMOVED WITH TIME
-o
CO
z
o:
o
30 -
20"
I 0--
500 1000
TIME IN DAYS
FIGURE 25
1500
-------
60 —
LEACHATE IRON
CUMULATIVE GRAMS/FT.2 REMOVED
VS. QUANTITY OF LEACHATE/FT.2
50 -
40 -
V)
20 -
SYSTEM
REACHED
FIELD
CAPACITY
10 -
J i i i t I I I
10
100
1000
LITERS/FT.2
Figure 26
-------
Lysimeter Zinc Concentration
A
500 COO 700 300 900 1000
Time in Days from October I, 1967
FIGURE 27
-------
ZINC
CUMULATIVE QUANTITY REMOVED WITH TIME
-------
O\
1.6
1.5
I .4
1.3
1.2
I. I
1.0
.9
N
•-'.8
u.
i'7
1-6
u
.5
.4
.3
.2
ZINC
CUMULATIVE GRAMS / FT.2 REMOVED
VS. QUANTITY OF LEACHATE / FT.2
i I
10
100
i t i i i i I
I00<
LITERS/ FT.2
FIGURE 29
-------
-O
Lysimeter Phosphate Concentration
100 200 300 400 900 £00 700 800 90O 1000 1100 1200 1300 1400 1500 1600 1700
Time in Days from October l( 1967
FIGURE 30
-------
Lysimtter Sulfole Concentration
00
100 200 3OO 400 ' 900 600 700 900 900 IOOO IIOO 1200 1300 1400 ISOO 1600 1700
Tifflg in Days from October I, 1967
FIGURE 31
-------
Lyslmeter Chloride Concentration
-O
100 900 600 700 000 900 1000
Time In Days from October I, 1967
FIGURE 32
-------
CO
o
<
ft.
CHLORIDE
CUMULATIVE QUANTITY REMOVED WITH TIME
1000
TIME IN DAYS
FIGURE 33
1500
-------
20 -
18 -
16
cvtK
h^
a.
in
2
CHLORIDE
CUMULATIVE GRAMS / FT.2 REMOVED
VS. QUANTITY OF LEACHATE / FT.2
SYSTEM
REACHED
FIELD
CAPACITY
I I I I I
I III
10
100
1000
LITERS/ FT.2
FIGURE 3^
-------
Lyslmeter Sodium Concentration
CO
(V)
900 600 700 600 900 1000 1100
Tim* in Days from Oclober I, 1967
FIGURE 35
-------
SODIUM
CUMULATIVE QUANTITY REMOVED WITH TIME
40--
CM
30 -
,00
f
tn
<
a:
o
20 -
10-
500
1000
TIME IN DAYS
FIGURE 36
1500
-------
50r
40
30
ce
(S
20
10
SODIUM
CUMULATIVE GRAMS/FT.2 REMOVED
VS. QUANTITY OF LEACHATE / FT.2
100
1000
LITERS/ FT.2
FIGURE 37
-------
Lysimeter Organic Nitrogen Concentration
00
300 COO 700 600 900 1000 MOO
Time in Days from October I, 1967
FIGURE 38
-------
7.0r
CO
u.
•x
2
o
6.0 -
5.0 -
4.0 -
3.0 -
2.0 -
1.0 -
ORGANIC NITROGEN
CUMULATIVE QUANTITY REMOVED WITH TIME
500 1000
TIME IN DAYS
FIGURE 39
1500
-------
6.0 -
5.0 -
4.0
w
u.
3.0
co
3E
ce
o
2.0
1.0
ORGANIC NITROGEN
CUMULATIVE GRAMS/FT.2 REMOVED
VS. QUANTITY OF LEACHATE / FT.2
I00(
10
100
LITERS/ FT. 2
FIGURE 40
-------
4.0 -
FREE AMMONIA
CUMULATIVE QUANITY REMOVED WITH TIME
oo
CO
3.0 -
u.
•x.
CO
2.0 -
1.0 •
500
TIME IN
FIGURE
1000
DAYS
1500
-------
FREE AMMONIA
CUMULATIVE GRAMS / FT. 2 REMOVED
VS. QUANTITY OF LEACHATE / FT. 2
4.0--
oo
.
<
cc
o
2.0 -
1.0 -
000
LITERS/FT.2
FIGURE k2
-------
Lyslmetar Hardness Concentration
\O
O
300 COO TOO BOO 900 1000 1100
Time in Days from October I, 1967
1600 ' 1700
FIGURE
-------
VO
H
CM
U.
«x
V)
130
120
I 10
100
90
80
70
60
50
40
30
20
10
HARDNESS
CUMULATIVE QUANITY REMOVED WITH TIME
TIME IN
FIGURE
-------
140
130
120
no
too
90
„ 80
U.
Z
<60
cc
o
50
40
30
20
10
HARDNESS
CUMULATIVE GRAMS/FT.2 REMOVED
VS.-QUANTITY OF LEACHATE / FT.2
SYSTEM
REACHED
FIELD
CAPACITY
I III
I
10
100
LITERS/ FT.2
FIGURE k$
1000
-------
Lysimeter Chemical Oxygen Demand Concentration
VO
900 600 700 800 900 1000
Time In Day» from October I, 1967
FIGURE
-------
CO
Z
<
cc
o
1000
900
800
700
600
500-f-
400-
300 -
200 -
100 -
CHEMICAL OXYGEN DEMAND
CUMULATIVE QUANTITY REMOVED WITH TIME
500 1000
TIME IN DAYS
FIGURE kl
1500
-------
MD
CHEMICAL OXYGEN DEMAND
CUMULATIVE GRAMS / FT.2 REMOVED
VS. QUANTITY OF LEACHATE / FT.2
100
1000
LITERS/ FT.2
FIGU-RE 1*8
-------
Lyjlmetw Total Solidt Concentrations
o 10
E 20
300 SOO 700 600 900 1000
Tim« In Doyi from Oclobar I, 1967
FIGURE 1*9
-------
Lysimeter Suspended Solids Concentration
100 200 300 400 500 600 TOO 100 900 1000 1100 I2OO 1300 1400 1900 ICOO 1700
Time in Day* from Octobar I, 1967
FIGURE 50
-------
Lysimeter Nickel Concentration
\O
CO
100 ZOO 300 400 900 600 700 800 900 1000 1100 1200 1500 1400 1900 I6OO 1700
Time in Days from October I, 1967
FIGURE $]
-------
Lyslmeter Copper Concentration
7.5
\0
500 600 700 800 900 1000
Time in Days from October I, 1967
FIGURE 52
-------
70
65
60
55
50
45
a:
I"
35 •
s
111
5 Z5
_l
o
> 20
15 -
10 -
5 -
64.6
38.6
IS. S
IS. 33
6. 55
7O.5
MEANS 8 STANDARD DEVIATIONS OF VOLUME
OF WATER ADDED TO LYSIMETER PER
CYCLE
55.2
55. 6
39.9
51.2
18. 49
7. 19
//. Off
4. 88
39.3
0 100 ZOO 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
TIME IN DAYS
FIGURE S3
-------
280-
260-
240-
220-
200-
2 180-
Ij
^ 160-
2
140-
1 ^
LLl
O
0 80-
O
60-
40-
20-
0
MEANS a STANDARD DEVIATIONS OF ORGANIC
NITROGEN CONCENTRATION PER CYCLE
144. 8 \
" 1
76.2
7. S
167. e
157. e
-1?L- _
98. S
77. 0
37.5 37.5
-*S- £^_/-,?
-------
o
N)
42-
39-
36-
33-
30-
g w
o
UJ
o
o
o
24-
15-
12-
6-
3-
MEANS 8 DEVIATION OF PHOSPHATE CONCENTRATION
PER CYCLE
30.92
11.37
A40
0
3.8
660 700 800 900 1000 1100 1200 1300 1400 1500 1600 IT'OO IS'OO
TIME IN DAYS
FIGURE 55
-------
420-
390-
360
330
300
270
240
210
ISO
ISO
120
90
60
30
i
395. 99
MEANS a STANDARD DEVIATIONS OF SULPHATE
CONCENTRATION PER CYCLE
221. II
126. OO
30. 89
298. 90
2OI. 61
239. 95
169. 15
..«».
-|_|*|*|
6 l6o 2&0 360 460 560 660 760 860 900 1060 1100 1200 1300 1400 1^00 1600 1700 800
TIME IN DAYS
FIGURE 56
-------
70-
65-
60-
55-
50-
45-
40-
35-
| 30-
O> Oc
E ^
20-
15-
10-
5-
l
6_8.j5_ 68.£ _ _.£!L1_
MEANS ft STANDARD DEVIATIONS OF
LEACHATE VOLUME PER CYCLE OF
54.7
34.5
14.1
0
) 100 260 36O 400 560
12.70
6.67
L__0Z4__
_ _40. 5. _
660 760 800 960
.2J5
6.06
.0
1000 110
LEACHATE
51.9
34.9
_ I8^.3- _
12.5
- 6.7 _
57.1
__4_5.8_
0 1200 1300 I4'00 1500 IS'OO I7OO 18*00
Time In Days
FIGURE 57
-------
MEANS 8 STANDARD DEVIATIONS OF IRON
1300-
1200-
1100-
IOOO
900
800
70O
H
100-
0
OUNUtN 1 KAI IUN ^tK UTULt UP UtMUnMIC.
703.7 _ _
313.5
2)
805.9
_JS5_7.8_.
_687.J
_ 470.5 _
323.5
221.7
185.7
-149-?-. 1*89
d5.3 874 7fi-a -IQQA .,
— /^— __62.L__
e>
0 l6o 2bO 300 460 500 660 760 SOO 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 58
-------
2100-
1950-
1800-
1650-
1500-
1350-
1200
1050-
0 | goo-
•x.
e 750-
t>uu-
450-
300-
150-
C
MEANS & STANDARD DEVIATIONS OF
SODIUM PER CYCLE OF LEACHATE
I7J4..I
729-° 7040
606.1
338.6 _365-L_
2205 245-8 o,nn 240.5
1024 I42'° 115.9 _ 132.1
~ - aa n ^'^
0 0 5.3 J
) 100 260 300 4~00 500 660 700 800 900 1000 ilOO 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 59
-------
42000
39000
36OOO
3300O
3OOOO-
27000
24000
fc 21000
1—
& 18000
15000
12000
9000
6OOO
3000
MEANS 8 STANDARD DEVIATIONS OF
CHEMICAL OXYGEN DEMAND PER CYCLE OF LEACHATE
_J9Z9_L__
13075
-255L.
24620
4033
_J5DQ__.
5066 -S5SQ. --
2723
761
0 100 200 360 460 500 600 700 800 900 1000 lioO 1200 1300 |400 1500 1600 1700
Time in Days
FIGURE 60
-------
39000-
36000-
33000
30000-
27000-
2400O-
21000-
M •» 18000-
CO =
" 15000-
12000-
9000-
6000-
3000-
MEANS a STANDARD DEVIATIONS OF TOTAL
RESIDUE CONCENTRATIONS PER CYCLE OF LEACHATE
22533
12150
1767
_ 19.720. _
16228
_ 12736 _
_J2625 _
5272
4944 4193 _J*590_.~~3g29-
2758 "cVc™ ruiy
0 100 260 300 460 500 660 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 61
-------
0.39
0.36
0.33
0.30
0.27
0.24
0.21
S | 0.18
| 0.15-
0.12
0.09
0.06
0.03
MEANS a STANDARD DEVIATIONS OF
IONIC STRENGTH PER CYCLE OF LEACHATE
0.30 0.30
0.18
.aoj
0.26
_0.2_2__
._0J5__-^-
0.08 0.08 0.08
0.05 -^V/°-°4 _
-^ o.o3/>°-01
0.02 t~l
__OJD_L_ g L
0 160 260 300 460 560 660 760 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time In Days
FIGURE 62
-------
14-
13
12
MEANS a STANDARD DEVIATIONS OF
/>H PER CYCLE OF LEACHATE
10
9
8-
6-
5-
4-
3H
2-
.7,39
756
-S.62
6.58
_J22___
3.90
B.IO
2.90
3.30
-Q.Qi..
5.86
3.9_4
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time In Days
FIGURE 63
-------
H
M
4.2-
3.9-
3.6-
3.3-
3.0-
2.7-
2.4-
2.1-
1.8-
MEANS a STANDARD DEVIATIONS OF
COPPER CONCENTRATION PER CYCLE OF LEACHATE
-- 3J3 ___
1.2
0.9-
0.6-
0.3-
0.32
1.01
O.02
O.O3
0,06jr^_
&
rO.03
— f ,,-,i .ini.ii.i i. -1— r-- r-J=J=S=S-aCV— L.l—• ' V ."] 0 i fl i
200~~ioo~~46o~560 6(5o""700 SbO 96o 16001160 12*00 1300 1^00 I5bo 1^00 I7b0 1800
ido
Time In Days
FIGURE 6k
-------
k
Ol
X.
E
70-
65-
60-
55-
50-
41
^*j
40-
35-
30-
25-
20-
15-
10-
5-
C
MEANS a STANDARD DEVIATIONS OF
ZINC CONCENTRATION PER CYCLE OF LEACHATE
44.8
25.8
17.1
12.2
_ 8.4 _.
6 49
» M"-^.^ «_ .. ff\ ^"^ i~i Trt rt n r1 rt I~T
^w.oo fU.ou ^O.5o /"O.oo
2.24 //"2) //"® / /"® i /*v //"0
0 0 ™^T^r^T'rr~7(»^i'i^iTv '-i»r _/. jj,**" "~"~^r"ni~' *~* ~* ~r*^ *
) 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 65
-------
0.70
0.65-
0.60-
0.55-
0.50-
0.45
0.40
0.35
i 0.30-
• 0.25-
020-
0.15
0.10
0.05
0.00
MEANS a STANDARD DEVIATIONS OF
NICKEL CONCENTRATION PER CYCLE OF LEACHATE
0.39
0.17
0
0.36
0.25
°'18
_-_ o.lO
0
0.03
0
0
0.17
0.06
0
0
0
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time In Days
FIGURE 66
-------
1400-
1300-
1200
1100,
1000-
900-
800-
700-
« 600-
5? 600-
400-
3oa-
200-
100-
(
MEANS a STANDARD DEVIATIONS OF
CHLORIDE ION CONCENTRATION PER CYCLE
OF LEACHATE
1059.73
__50JLOp»
435.20
366.30
_jSO_4i27_
__2JLJ;19_
169.30 ,_, __ _ 178.1
. l51'37 „_.. 143.0
l p ^ Rn 19 9 i
IIO.OU ."^i (£[_70
^yyn 72.5 63.5
"" ™ ~" "71 j 47?
0 V — — i' — i.— - 6.3 1
3 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 67
-------
H
700-
650-
600-
550-
500
450-
400-
350-
300-
250-
200-
150-
100-
50
MEANS a STANDARD DEVIATIONS OF
FREE AMMONIA CONCENTRATION PER
CYCLE OF LEACHATE
185.4
_71i.l_
43.8
14.2
_6S._9_
29.2
22.7
8-1
.-?J../ll
100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 68
-------
4200-
3900-
3600-
3300'
3000^
2700
2400
2100-
« 1800-
I I50°'
1200-
900-
600-
300-
(
4019.1
MEANS a STANDARD DEVIATIONS OF
SUSPENDED SOLIDS CONCENTRATION
PER CYCLE OF LEACHATE
[2 25.9. _
763.9
_535._5 __5£LL_
200.4 _i.r-°--5 — 233.8 ~l?^.'L. ,a K
-i" n 1 - ir4'8 TO i r
A 955 . 0 0-K52.6 f 583_U 79-l/^2Z-4
1 i " 'i i i ' i — i 1 — L • r ' T"* — '-t — -— - 1 ' i •••-PT , — 4-— •— i — L— -i 1 —
3 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Time in Days
FIGURE 69
-------
TABLE 13
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Start of Test to Day 560*
VA Lea
Zn Ni Cu pH Bard
SO
Cl Na TS SS AN ON COD Alk IS Day
M
H
VA
Lea
Fe
Zn
Ni
Cu
PH
Hard
P°A
SO,
Cl
Na
TS
AN
ON
COD
Alk
IS
Dav
+ + VA
. . Lea
FE
- + + Zn
+ + + + Ni
Cu
+ - - -t- Hard
+ P04
+ --- + - + so,
Na
-.--__-__ + TS
- - + - + -+ + - + ss
AN
+ --- + -+ + C + + ON
. . . . COD
- - * Alk
--+- + ---- + __+ is
-+ ____+ + + + ___.+
----+ + + + +__ + +
- + - + + + + + + + + +
- + -+ + + + + + _ + +
- - +- + -+ + + + + + + _ +
- Volume Added
- Leachata
- Iron
- Zinc
- Nickel
- Copper
- Hardness
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
— Ammonia Nitrogen
- Organic Nitrogen
- Chemical Oxygen Demand
- Alkalinity
- Ionic Strength
- Linear Correlation
- No Linear Correlation
+
+ +
+ + +
+ + + +
X
*Entire system reached field capacity.
-------
TABLE 14
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 560* to Day 745
Va Lea Fe Zn
Nl
Cu pH Hard PO
S0
Cl Na TS SS AN ON COD Alk IS Day
H
H
00
VA
Lea
Fe
Zn
Nl
Cu
pH
Hard
PO.
4
SO
bU4
Cl
Na
TC
Ip
SS
AH
AH
ON
/'fin
CUiJ
A1 \r
A1K
IS
Day
+ VA
Lea
" Fe
+ - + Zn
j_ HI
+ - - + Cu
- + Hard
- + + + - + P°4
+ ----- + S04
+ + C1
* * NA
-+--- + --•»• TS
SS
AN
_-__-_-_-_+ ON
, COD
Alk
_+ ___ + _ _ + + _____ +
+ + +-- + + - + + _____ +
- Volume Added
- Leachate
- Iron
- Zinc
- Nickel
- Copper
- HardnesB
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
- Ammonia Nitrogen
- Organic Nitrogen
- Chemical Oxygen Demand
- Alkalinity
~ ion ic Strength
- Linear Correlation
- No Linear Correlation
- +
*Entire system reached field capacity.
-------
H
\D
TABLE 15
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 745* to Day 940
Va Lea Fe Zn Nl Cu pH Hard PO
S0
Cl Na TS SS AN ON COD Alk IS Day
VA
Lea
FE
Zn.
HI
Cu
pH
Hard
FO.
4
SO,
Cl
Na
TS
SS
AN
ON
COD
Alk
Day
+
- + VA
. Lea
Fe
+ Zn
. Ni
Cu
- + Hard
+ P04
-_-____ + S04
+ cl
NA
---------•»• TS
. SS
AN
-+----+ + ___+ ON
COD
- Alk
- Volume Added
- Leachate
- Iron
- Zinc
- Nickel
- Copper
- Hardness
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
- Ammonia Nitrogen
- Organic Nitrogen
- Chemical Oxygen Demand
- Alkalinity
- Ionic Strength
- Linear Correlation
- No Linear Correlation
•f
4. _ 4. J.
•Entire system reached field capacity.
-------
TABLE 16
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 940 to Day 1120
*Entire system reached field capacity at 560 days
VA Lea Fe Zn Ni Cu pH Hard PO,
SO
Cl Na TS SS AN ON COD Alk IS Day
VA
Lea
Fe
Zn
Mi
Cu
pH
Hard
P0
Cl
Na
TS
SS
AN
ON
COD
Alk
Is
Day
VA
Lea
Fe
Zn
Ni
Cu
Hard
P°4
S°4
Cl
Na
TS
SS
AN
ON
COD
Alk
IS
+
-
- Volume Added
- Leachate
- Iron
- Zinc
- Nickel
- Copper
- Hardness
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
- AmmoniE Nitrogen
Organic Nitrogen
- Chemical Oxygen Demand
- Alkalinity
- Ionic Strength
- Linear Correlation
- No-Linear Correlation
-------
TABLE 17
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 1120 to Day 1300
*Entire system reached field capacity at 560 days
VA
Lea
Fe
Zn
Ni
Cu
pH
Hard
P04
soA
Cl
Na
TS
SS
AN
ON
COD
Alk
Is
Day
VA Lea Fe Zn Ni Cu pH Hard PO. SO, Cl Na TS
44
+
- - +
_
+ - +
+
+ ---- +
+
_
______ _ +
___--___+ +
-- + -___ + _ - +
_- + -__- + - + +
_ ______ _ _ _ _ _ +
- - +
-- + ------ - + - -
SS AN ON
VA
Lea
Fe
Zn
Ni
Cu
Hard
P°4
SO,
Cl
Na
TS
SS
AN
ON
COD
Alk
IS
+
+
COD Alk IS Day
- Volume Added
- Leachate
- Iron
- Zinc
- Nickel
- Copper
- Hardness
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
_ Ammonia Nitrogen
Organic Nitrogen
_ Chemical Oxygen Demand
- Alkalinity
- Ionic Strength
- Linear Correlation
- No Linear Correlation
4.
-------
TABLE 18
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 1300 to Day 1485
*Entire system reached field capacity at 560 days
VA
Lea
Fe
Zn
Ni
Cu
pH
Hard
VA
+
+
+
-
-
-
+
+
Lea
+
+
-
-
-
+
+
F(
+
-
-
-
+
+
Zn Ni Cu pH Hard PO,
SO,
Cl Na TS SS AN
SO,
Cl
Na
TS
SS
AN
ON
COD
A Ik
Is
Day
ON COD Alk IS Day
VA - Volume Added
Lea- Leachate
Fe - Iron
Zn - Zinc
Ni - Nickel
Cu - Copper
Hard-Hardness
PO,- Phosphate
S04- Sulfate
Cl - Chloride
Na - Sodium
TS - Total Solids
SS - Suspended Solids
AN - Ammonia Nitrogen
ON - Organic Nitrogen
COD- Chemical Oxygen Demand
Alk- Alkalinity
IS - Ionic Strength
+ - Linear Correlation
- - No-linear Correlation
-------
TABLE 19
LEACHATE CHEMICAL COMPOSITION DATA CORRELATION
From Day 1485 to Day 1670
•Entire system reached field capacity at 560 days
VA Lea Fe Zn Ni Cu pH Hard PO,
SO,
Cl Na TS SS AN
VA
Lea
Fe
Zn
NI
Cu
pll
Hard
P04
SO,
Cl
Na
TS
SS
AN
ON
COD
Alk
Is
Day
+
+
+
•f
ON
VA
Lea
Fe
Zn
Ni
Cu
Hard
P04
SO,
Cl
Na
TS
SS
AN
ON
COD
Alk
IS
+
-
COD Alk Is Day
- Volume Added
- Leachate
- Iron
- Zinc
- Nickel
- Copper
- Hardness
- Phosphate
- Sulfate
- Chloride
- Sodium
- Total Solids
- Suspended Solids
- Ammonia Nitrogen
- Organic Nitrogen
- Chemical Oxygen Demand
- Alkalinity
- Tonic Strength
- Linear Correlation
- No-linear Correlation
-------
capacities. The soil cover, refuse and Ottawa sand-glass
bead bed were placed in the lysimeter in a relatively dry
state. As a result, a major portion of the water initially
added was absorbed by each component until they reached
their respective field capacities. This absorption was
the cause of the difference between the two curves during
the early portion of the test period. It is noteworthy that
within one week after the initiation of the test, a small
amount of leachate was obtained.
As the net quantity of water stored in the lysimeter in-
creased (Figure 22), leachate production increased. A sig-
nificant amount of leachate began to be produced by the
lysimeter at approximately 430 days into the test. However,
field capacity was not reached until approximately 550 days
into the test. Thereafter, the relationship between input
and output water indicated that once field capacity was
attained within the soil-solid waste system, it was maintained
throughout additional yearly cycles. In Figure 22 is shown
the relationship between the computed water storage and the
actual water stored in the soil-solid waste system during the
yearly cycles.
The curve (Figure 22) shows that the actual water stored
during a one year period cycles around the computed storage
value. These results clearly establish the validity of the
computation technique and graphically show the wetting and
drying periods resulting from annual precipitation and evapo-
transpiration changes. The phase relationship between water
added and leachate production is also evident from the curves.
During periods of low leachate production any decreases in
water input further reduced or eliminated leachate. The re-
sults show the cyclic nature of the annual water storage with
a quasi-steady state condition existing once full field capa-
city was reached throughout the entire system.
Leachate production can be attributed to one or all of the
following sources:
1. FROM THE REFUSE
Most of the initial leachate
is obtained from the refuse
organic components and initial
moisture content by the com-
paction and placement procedure.
-------
2. FROM CHANNELING
Some of the water added at
the top of the lysimeter
finds a direct route through
the refuse to the collection
trough, due to any refuse
inhomogeneities.
3. FROM AN ADVANCED WETTING FRONT
The wetting front in the refuse
moves as a broad band rather
than as a single-line interface.
As a result, substantial in-
creases in the leachate occur
before the entire system is at
field capacity.
4. FROM THE MAIN WETTING FRONT
This is the leachate produced
when the system reaches field
capacity. At this stage, input
water and leachate quantities
become approximately equal.
From the curves presented in Figures 21 and 22, it may be
concluded that sources 1 and 2 were responsible for the
leachate collected during the early time period. Their
influence on leachate collected during the latter time per-
iods was negligible. Between 175 and 210 days, leachate
production increased substantially. However, the amount of
leachate produced was significantly less than the input
water quantities. This behavior pattern can best be described
by the one outlined as source 3. Finally, the the second
year, leachate quantity increased to a level almost equal to
input water quantities. This behavior indicated that the
entire system was at about field capacity, and that a trans-
ition between source 3 and source 4 was occurring. Full
field capacity, hence, source 4, existed during the remainder
of the study.
Patterns of Leachate - Pollution Generation
Figures 23 through 52 are the graphical presentation of
specific ions investigated in this study. Figures 53 to 69
are the graphical presentation of the means and standard
deviations of these ions.
125
-------
pH -
The curve in Figure 23 shows that pH variation, while high-
ly erratic, was essentially bounded between 5.0 and 7.0.
During the early portion of the test, variations were the
most extreme, with the mean value being about 5.5 with a
low of approximately 4.5 and a high of approximately 8.3.
Periods when the leachate became basic correspond to low
leachate flows. During the latter portion of the test per-
iod, pH values reached 6.5 with the overall trend being
toward a "neutral solution" (pH-7).
It is believed that flow rate through the refuse is a major
controlling factor in establishing leachate pH, and that
with high flow rates, the pH will generally be acidic (See
Tables 13 thru 19) .
Generation of large quantities of acidic leachate compound
pollution potential because low pH values reduce exchange
capacities of renovating soil at the time when leachate
quantities are high.
Iron -
The curve for iron concentration is presented in Figure 24.
A comparison of Figure 24 with the leachate volume curve
(Fig. 21) indicates that leachate volume had a significant
influence on iron concentration.
During low leachate flow periods, iron concentrations were
relatively low; when leachate quantities were high, there
was a significant increase in iron concentrations. It is
believed that this behavior pattern may be explained by the
fact that during periods of low leachate volume, solution
pH exceeded 5.5 and during periods of high leachate volume,
solution pH was less than 5.5. Below a pH of 5.5., many
iron salts, both ferric and ferrous, are soluble. Because
of their ability to remain in solution, they are more
easily removed from the refuse. Above a pH of 5.5, iron
salts are less soluble, will precipitate and be filtered
from the leachate either by the refuse or underlying mater-
ials .
Iron concentrations exceeded 1600 mg/1 during the early per-
iods of high leachate volume. Thereafter, a generally de-
creasing trend in concentration existed with local peaks.
During the last two hundred days of the test period, iron
concentrations were less than 200 mg/1 and generally de-
creasing.
126
-------
Figure 25 summarizes graphically the total iron per square
foot of refuse horizontal surface area which was removed
during the test. At the end of the test period, 48 grams
per square foot (516.68 grams per sq. meter) had been re-
moved with no sign of a maximum having been reached.
A plot of total grams per square foot versus the liters of
leachate per square foot of refuse horizontal area is pre-
sented in Figure 26. System field capacity was reached at
approximately 30 liters per square foot (323 liters per sq.
meter). Thereafter, the semi-log plot tended to become
linear. This plot shows that once field capacity is reached,
the quantity of iron removed is primarily a function of the
amount of leachate generated with local variations repre-
senting the infiltration variations due to changes in preci-
pitation and evapotranspiration.
Zinc -
Leachate zinc concentrations are presented in Figure 27.
Figure 28 shows the total zinc removed per square foot of
refuse horizontal surface area. The most significant con-
centrations of zinc appeared in the leachate between 430
and 800 days of the test period. Thereafter, except for
some small detectable concentrations, zinc removal was
negligible. The period of high zinc removal corresponded
to the first cycle of high leachate removal during the
second year of the test. As shown in Figure 28, approxi-
mately 1.5 grams of zinc per square foot (16.15 grams per
sq. meter) of refuse horizontal area were leached.
The curve in Figure 29 is a plot of grams of zinc per square
foot of refuse leached vs. liter of leachate per square foot
of refuse horizontal area. High zinc leaching occurred
after field capacity was attained. The high period of zinc
leaching was followed by a period in which little zinc was
detected.
Phosphate -
The curve for leachate phosphate concentration is shown in
Figure 30. While concentration levels reached 130 mg/1
during the initial period of the test, thereafter concen-
tration levels were markedly lower and irregular. The
phosphate analysis was terminated because of lack of detect-
able concentrations over the last half of the test period,
as well as a general lack of confidence in the test pro-
cedure .
12?
-------
Sulfate -
The curve in Figure 31 shows leachate sulfate concentrations.
Sulfate tests were terminated due to detecting discrepancies
in the testing procedure.
It is believed that the sulfate test results are inconclusive.
Chloride -
The chloride ion concentration curve is presented in Figure
32, and in Figure 33 leached chloride per square foot of
refuse horizontal area is shown. Fig. 34 is leached chloride in
grams per square foot of refuse horizontal area as a func-
tion of leachate in liters per square foot of refuse hori-
zontal area.
While chloride was found in the leachate during the entire
test period, the highest concentrations occurred between
days number 200 and 350. During the high concentration
period, the chloride reached as high as 2400 mg/1. Over
most of the period, chloride concentrations ranged between
300 and 600 mg/1. However, during the last 200 days of the
study, chloride concentrations were less than 200 mg/1.
The curve showing chloride removed per square foot of re-
fuse horizontal area (Figure 33) indicates that most of
the available chloride had been removed during the test
period.
The semi-log plot in Figure 34 shows that once field capa-
city has been reached, a linear relationship exists between
the quantity of chloride removed and the volume of leachate.
Sodium
Figure 35 is the sodium ion concentration curve. Figure 36
is the total grams of sodium leached per square foot of
refuse horizontal area.
The curve in Figure 35 shows that, in general, sodium concen-
trations ranged between 500 and 1000 mg/1 after an initial
high concentration period in which peaks of between 2000
mg/1 and 3400 mg/1 were reached. During the last two hun-
dred days of the test period, concentrations levels were
negligible.
Almost 40 grams of sodium per square foot (430.6 grams per
sq. meter) of refuse horizontal area were removed during the
test period with a complete removal being approached at the *
termination of the test.
128
-------
The semi-log curve shown in Figure 37 indicates that a well
defined relationship exists between the quantity of sodium
leached per square foot of refuse horizontal area and the
liters of leachate per square foot, once field capacity
was attained.
Nitrogen -
The nitrogen data is presented for both organic and free
ammonia forms in Figures 38 through 42. Organic nitrogen
concentrations ranged between 50 mg/1 and 200 mg/1 during
the first half of the study, did not exceed 100 mg/1 during
the second half of the study, and reached negligible levels
at the end of the study. From Figure 39, it can be seen
that most of the organic nitrogen had been removed by the
end of the test.
Although not as sharply defined as in some of the other
cases, a semi-log relationship between organic nitrogen
leached per square foot of refuse horizontal area and liters
of leachate per square foot of refuse horizontal area can
be seen in Figure 40.
The graphical presentations for the ammonia nitrogen fail
to show any unique relationships for either the time or
leachate per square foot of refuse horizontal area inde-
pendent variables.
Hardness (as CaC03) -
Figure 43 is the hardness concentration curve. As can be
seen, a peak occurred at 5500 mg/1 at 420 days into the
test. However, concentrations usually did not exceed the
1500 mg/1 to 2500 mg/1 levels with most being near the
lower value. During the latter part of the test period,
concentrations were in the 200 to 400 mg/1 range.
The quantity of hardness per square foot of refuse horizon-
tal area versus time curve (Figure 44) indicates that hard-
ness removal occurred in slugs with the high removal periods
coinciding with periods of peak leachate flows resulting
in the removal of the most quantities of hardness.
The semi-log plot in Figure 45 shows a well defined linear
relationship between quantity of hardness and quantity of
leachate once field capacity has been attained.
Chemical Oxygen Demand -
Figure 46 shows that chemical oxygen demand concentrations
were in excess of 50,000 mg/1 within one month of the ini-
129
-------
tiation of the test. It is believed that this initial peak
was caused by the release of some of the organic components
due to the refuse compaction and placement process. Over
the first 1200 days of the test the chemical oxygen demand
was cyclic with peaks in the 20,000 mg/1 to 25,000 mg/1
range. High concentrations occurred during low leachate
flow periods. Between 1000 and 1200 days the chemical oxy-
gen demand peaked at between 10,000 mg/1 and 15,000 mg/1.
Thereafter and for the remainder of the test period the
chemical oxygen demand decreased to the 2000 mg/1 to 3000
mg/1 levels with substantially lower values frequently
being attained.
Figure 47 shows that toward the end the the test period the
amount of chemical oxygen demand became negligible.
The semi-log curve in Figure 48 shows a reasonably good
linear relationship between the quantity of chemical oxy-
gen demand and the leachate volume.
Total and Suspended Solids -
The curve for total solids concentration is shown in Fig-
ure 49 and the curve for suspended solids concentrations
is shown in Figure 50.
Total solids concentrations peaked at approximately 40,000
mg/1 at 800 days into the test. Usual total solids ranged
between 20,000 mg/1 and 25,000 mg/1 in the first half of
the test period and did not exceed 10,000 mg/1 during the
second half of the test period. At the end of the test,
total solids concentrations were approximately 1000 mg/1.
Suspended solids concentrations (Figure 50) were very ir-
regular. Most suspended solids concentrations fell between
400 mg/1 and 1000 mg/1 with a peak of 1800 mg/1 at 700 days
into the test. During the final portion of the test period
concentrations of suspended solids were about 100 mg/1.
Nickel -
The nickel ion concentration curve is presented in Figure
51. No nickel was detected prior to 150 days of elapsed
test time. After that time, nickel was present in concen-
trations of approximately 0.2 mg/1 to 0.3 mg/1 with peaks
at 0.8 mg/1 and 1.0 mg/1. Due to the low concentrations
the test was terminated after 1200 days of test.
Copper -
' *
The copper ion concentration curve is presented in Figure
52. A peak of 4.7 mg/1 occurred at 150 days and a peak
130
-------
of 9.8 mg/1 occurred at 590 days. Generally/ concentra-
tion levels were less than 1.0 mg/1, Due to the low
concentrations the test was terminated after 1200 days
of test.
Lysimeter Temperatures -
Curves for temperatures at various locations within the
lysimeter are presented in Figure 70. The dotted curve
(number 3) represents the average monthly air temperatures,
as listed in Table 1. The general pattern of initial tem-
perature behavior can be described as a rapid increase in
the temperature at the refuse center followed by a slower
rate of increase at adjacent levels. The center tempera-
ture peaked at 154°F, whereas temperatures at adjacent
levels did not exceed 143°F, and generally were not in
excess of 110°F to 115°F. The temperature distribution
pattern indicates that temperatures in the layers of re-
fuse adjacent to the center layer initially increased due
to a spreading effect as heat flowed to both the top and
bottom temperature controlled boundaries. The initial
temperature distribution appeared to be controlled by
conditions at the refuse center. Once adjacent levels
reached their temperature peaks (after approximately 60
days), all temperatures showed a continuous gradual de-
cline until virtually steady state temperatures prevailed.
The rapid temperature increase at the refuse center to a
peak of 154°F is of particular interest in that the rise
occurred within 20 days of test initiation. Temperatures
then slowly decreased until a 60 day time period had elapsed
and, thereafter, rapidly decreased to a temperatue of
approximately 80°F. The initial increase in temperatures
at the refuse center was independent of temperature change
at other refuse levels.
The temperature behavior pattern described indicates that
the system was initially controlled by general aerobic
conditions in the refuse, and that after a 60 day period,
anaerobic conditions dominated. Also of interest is that
once the internal temperatures became virtually steady
state, and the refuse anaerobic, changes in top boundary
temperature (bottom boundary temperature was held constant
at 57.2QF) had little effect on them.
While temperatures were recorded throughout the entire test
period, the curve in Figure 70 covers only through the time
when the system became completely anaerobic. Once anaerobic,
temperature patterns continued as shown in the latter por-
tion of Figure 70.
131
-------
Lysimeter Thermistors' Temperatures
15
14
——•- -8
-10
—..„.. — "4
KDO 200 300
Time in Days from
FIGURE 70
400 50(
October
6OO
1, 1967
132
-------
Lysimeter Gases -
Gases were obtained at the four port locations and analyzed
on a routine basis for carbon monoxide, hydrogen sulfide,
nitrogen, carbon dioxide and methane. No carbon monoxide
or hydrogen sulfide were detected. The curves in Figures
71 through 78, for methane and carbon dioxide are pre-
sented as a percentage of total gas present at the time of
sampling. The average oxygen contents for various time
periods are tabulated on the methane curves. Nitrogen,
which made up the remaining percentage of the total is not
included with the curves.
The results presented in Figures 71 and 72 for the top port
indicate that at that level the gas quality was primarily
that of air. There was some buildup of methane and carbon
dioxide between 500 and 1000 days. However, methane levels
were generally less than five percent.
The gas concentrations for the other ports showed increas-
ing percentages of methane and carbon dioxide with depth
and a corresponding decrease of oxygen. Significant quan-
tities of methane began to appear 100 days after test ini-
tiation. Oxygen, although of low quantity, was detectable
at all levels over the entire test period. Carbon dioxide
was present over the entire test period in amounts which
increased slightly with depth.
Methane levels initially increased with depth and time. At
the second port they reached as high as thirty percent at
approximately 600 days into the test. The most usual me-
thane concentrations ranged between ten and twenty percent.
At port number three, methane levels reached as high as
forty percent with concentration frequently between twenty
and thirty percent.
Maximum methane concentrations at the fourth port did not
exceed thirty-five percent with concentrations between
twenty and thirty percent.
Methane generation was at a maximum at all levels between
approximately 400 and 800 days into the test. A signifi-
cant decrease of methane occurred between approximately 1100
and 1300 days into the test. While the lull period was
followed by a regeneration of methane at all levels, con-
centrations were generally significantly less than previous-
ly detected. Further, at the end of the test, methane con-
centrations were substantially lower than the recorded peak
and decreasing.
133
-------
Lysimeter
Gas Port* I
- Methane
50
c
a>
to
at
40
o>
O
O
30
c
a>
o
a>
a.
10
500
1000
1500
Time in Days
FIGURE 71
-------
Lysimeter
Gas Port * I - Carbon Dioxide
c
0>
O)
k.
Q-
a
O
~a
+-
o
50
40 -
30
20
c
0)
o
10
500
1000
1500
Time in Days
FIGURE 72
-------
50
40
LysimeTer
Gas Port *2 - Methane
H
W>
O\
u>
o>
u>
a
ID
o
cu
o
fc_
a>
a.
30
20
10
•I*
500
1000
1500
Time in Days
FIGURE 73
-------
50
40
Lysimeter
Gas Port *2 - Carbon Dioxide
H
VoO
a>
L.
a.
D
O
o
15
c
01
u
I
30
20
10
500
1000
1500
Time in Days
FIGURE Jk
-------
50
Lysimeter
Gas Port *
• Methane
c
0.
1000
1500
Time in Days
FIGURE 75
-------
50
40
Lysimeter
Gas Port *3
- Carbon Dioxide
U)
01
t_
D.
D
O
•*-
o
c
a>
a
L.
-------
50
Lysimeter
Gas Port *4 - Methane
c
0>
o
^
o
c
-------
50
Lysimeter
Gas Port *4 - Carbon Dioxide
c
0}
0>
L.
Q.
in
a
O
"5
o
c
CD
O
i.
Q)
a.
40
30
20
10
500
1000
1500
Time in Days
FIGURE 78
-------
From the temperature data (Fig. 70), it is seen that after
the initial transient condition, initial temperatures de-
creased and were almost non-varying. The temperature
levels and the behavior pattern indicates the existence
of an anaerobic state within the refuse after the initial
high temperature period. However, the gas data, particu-
larly the continued existence of oxygen, indicates that
aerobic pockets also existed in the refuse even at the
deeper regions. From this data, it is concluded that poc-
kets of aerobic and anaerobic activity can exist concurrent-
ly within the refuse. That such a behavior pattern was
possible is not surprising considering the heterogeneous
nature of the refuse and the young age of the landfill.
Lysimeter Solid Waste Final Chemical Composition
Table 20 summarizes the chemical composition of the solid
waste used in the lysimeter. The data is for the solid
wastes' initial composition and its composition after approx-
imately four and one-half years of controlled leaching. The
post-test compositions are for layers of refuse approximately
twelve (12) inches (.305 m.) thick. The data is presented
for each twelve (12) inch (.305 m. ) layer starting from
underneath the soil cover.
There are three significant conclusions which can be reached
from the data presented in Table 20.
First, there is a substantial reduction in the inorginic
water soluble components at all levels. While it is diffi-
cult to generalize on the percent reductions, decreases of
the order of 75 to 90 percent are common.
Second, the upper layers of refuse tend to exhibit a higher
degree of removal of inorganic leachable material than the
lower layer. This suggests that the leaching process is
progressive through the refuse deposit. It is not possible
to determine if the higher concentrations in the lower lay-
ers are a result of filtration of the migrating leachate or
due to a lack of removal of specific ions.
Third, the organic component measured by percent ether ex-
tractable shows not only an increase with depth, but also
shows quantities greater than originally extracted. This
suggests that during the test period a biological conver-
sion of cellulose to a lower order organic substance occurs.
This process would keep the Chemical Oxygen Demand of the
leachate higher than expected from the initial chemical
analysis. This observation is supported by the fact that
the Chemical Oxygen Demand in the lysimeter leachate gen-
-------
TABLE 20
Lysimeter Solid Waste
(mg/g of refuse -
Pre-Test
Compos itionl
Percent Ether Extractable
Percent Water Extractable
Solid Chemical Oxygen
Demand
Solid Nitrogen
Iron
Zinc
Nickel
Copper
Calcium
Phosphate
Chloride
Sodium
Ammonia Nitrogen
Organic Nitrogen
Chemical Oxygen Demand
1. Average of all refuse
1.62
6.78
1283
2.97
0.602
0.595
0.034
0.025
0.856
0.293
2.003
1.950
0.02
28:8
placed in
2. Average of four samples in each
Chemical Analysis
except as noted)
2
Post- Test Composition/layer
1st
0.423
1.402
733
1.95
0.091
0.011
0.021
0.007
0.338
0.006
0.200
0.095
0.019
2nd
0.521
2.506
768
2.29
0.112
0.017
0.011
0.005
0.376
0.001
0 211
0.043
0.0
0.044
0.943
3rd
2.52
1.95
960
0.0
0.101
0.005
0.022
0.011
0.540
0.008
0.259
0.099
0.001
0.075
3.063
4th
2.20
2.86
981
0.0
0.587
0.002
0.029
0.007
0.668
0.012
0.126
0.467
0.0
5th
2.359
6.128
1045
0.0
0.050
0.021
0.056
0.009
0.881
0.002
0.299
0.635
0.0
11 0*3
_1_ • O O
6th
2.634
5.33
1086
1.42
0.036
0.023
0.029
0.007
0.746
0.001
0.578
0.683
0.0
0.157
10.47
lysimeter.
layer.
Each layer approximately
twelve
. _i i,
inches
(.305~m.) thick. First layer taken from top of refuse. Sixth layer taken
from bottom.
-------
erated from the final solid waste composition is substan-
tially higher than are the inorganic components.
MINI-LYSIMETER
The mini-lysimeter studies were conducted over approximate-
ly a two year period. The results are summarized graphi-
cally in this section and tabulated in the data volume.
Mini-Lysimeter Temperatures
Temperature measurements were begun immediately after the
refuse was placed in the mini-lysimeters. Temperatures
were recorded monthly after the first two weeks during
which time temperatures were recorded daily. Complete
temperature data are tabulated in the data volume. The
maximum temperature reached in each mini-lysimeter is
given in Table 21. Temperature curves for mini-lysimeters
K and M are presented in Figure 79.
Initially all temperatures were 5°-15° Fahrenheit above
ambient. It is believed that the initial rise is a result
of aerobic decomposition of the organic portion of the
refuse. Because of the heat loss through the sides of the
mini-lysimeter and the large quantities of water (19-38
liters) added to each unit to achieve field capacity, tem-
peratures decreased substantially within the first three
days. The temperature curve for lysimeter K in Figure 79
is considered typical of all the mini-lysimeter units ex-
cept M.
Mini-lysimeter M was the only unit whose temperature pattern
deviated significantly from the pattern represented by the
curve for unit K. Mini-lysimeter M was fed water following
the seasonal water regimen used in the large lysimeter.
Further, its water feed cycle was started at a relatively
dry period. As a result, no appreciable amounts of water
were added to M after the initial additive of 19 liters.
The 19 liters of water brought the initial moisture content
of the refuse to one-half of field capacity.
Initial temperatures in mini-lysimeter M were substantially
higher than ambient. Decreases to slightly above ambient
occurred only after large quantities of water were added to
the unit.
The results of the study indicate that temperature is an un-
reliable indicator of leachate concentration within the re-
fuse. However, the results do clearly indicate a relation- .
ship between water infiltration and refuse temperature levels
-------
TABLE 21
Milled Refuse
D50
3.20
3.20
3.20
3.20
92.00
0.89
13.50
Maximum
Dry
Density
Ibs/yd^
522.74
503.60
736.67
649.97
520.30
532.26
519.60
Temperatures
Mini-Lysimeter
K
M
N
0
P
R
S
Maximum
Temperature a
73.0
83.0
72.0
81.5
82.5
73.0
71.0
a Fahrenheit
-------
85--
o\
u_
o
o 75
i.
-------
Mini-Lysimeter Gases
Gas samples were analyzed on a routine basis for carbon
monoxide, hydrogen sulfide, nitrogen, oxygen, carbon
dioxide and methane. No carbon monoxide or hydrogen
sulfide were detected. Complete gas data are presented
in the data volume. In Figure 80 are presented curves
showing the relationship between milled refuse density
and methane concentration. The relationship between milled
refuse size and methane concentration is shown in Figure 81.
Table 22 summarizes the maximum concentrations of carbon
dioxide and methane reached in each of the mini-lysimeters.
The first gas samples were obtained one week after place-
ment of the milled refuse. These initial samples indicated
that carbon dioxide was high and that oxygen was greatly
decreased. However, it took approximately four months
before any measurable methane was obtained. From the curves
in Figures 80 and 81, several observations can be made about
the relationship between methane concentrations with time
and milled refuse density and size. Higher refuse densities
result in higher percentages of methane. The finer refuse
sizes produce higher methane concentrations and the con-
stant water feeding program also increases the methane
concentrations.
The methane concentrations for milled refuse N, the densest,
were significantly greater than the other sizes during the
early test period. However, the gas probe for "N" clogged
and no further samples could be taken. The maximum concen-
trations that would have been reached could only be specu-
lated. However, the methane to density relationship is
clear. It is noteworthy that the concentrations of oxygen
and carbon dioxide in mini-lysimeters K, N and 0 were sim-
ilar and somewhat constant.
The effect of milled refuse size on methane concentration
is clearly shown in Figure 81. There is a gradual in-
crease in methane concentrations with decreasing size down
to 050 =3.5 mm. For DCQ =0.89 mm., the methane concen-
tration increases approximately 800 percent. The carbon
dioxide and oxygen percentages reamined fairly constant.
Some variations from the norm are noteworthy- In mini-
lysimeter R, carbon dioxide percentages increased during
the test to a maximum of 44.5 percent which is significant-
ly greater than levels reached in the other units. In mini-
lysimeter P, carbon dioxide percentages were higher initi-
ally than in the other units and then showed a steadily
decreasing trend. In addition to the decreasing trend in
-------
40t Influence of Refuse Density on
Methane Concentration
UYSIMETER 050
mm
K 3.20
30 " M 3.20
N 3.20
0 3.20
P 92.00
R .89
S 1 3.50
"c
CD
020 -
L_
Q>
0.
r\
,o. - /
/
/
/-
/v •./
' V f~
u~bf
10 20
DRY £
DENSITY u
TI lit
Ibs/yd3 N "
522.74 k k
503.60 M \\ i 1
I ' , V 1 1
736.67 A1 \; X^,i
649.97 ' J V 1 J
; * I i,
520.30 / | il
532.26 / 1 .'!
i 1 II
51960 ,' 1 II
'si-
\ ;'
S ", ' '
r^' ' | i
i ' '
i ! i
• 1 ' 1
1 ;
f" '
i '
1 ' >
1
J ;"'
/
/
/
i
i
r
^
1^VV\^\A N
— -_ J * | \s^ \ /
1 • — — T ' 1
30 40 50
Elapsed Time in
FIGURE 80
Weeks
-------
40
30-
i
>
i
20-
10-
• Influence of Refuse Size
on Methane Concentration V. «
1 1 D
\ R
\ S
! \ s
DRY 1
LYSIMETER D50 DENSITY 1
mm Ibs/yd3 .- I
K 3.20 522.74 \
M 3.2O 503.60 \
N 3.20 736.67 \
0 3.20 649.97 \
P 92.00 520.30 \
R .89 532.26 |
S 13.50 519.60
j
j
/
/
Ax
(*
i
j
ytw%n
^Jjjfl^- — \/"T:rA
10 20 30 40
Elapsed Time in \Veeks
50
FIGURE 81
-------
TABLE 22
lum Gas
Dry
Density
Ibs/yd^
522.74
503.60
736.67
649.97
520.30
532.26
519.60
Percentages
Percent
Carbon Dioxide
30.5
28.5
32.3
29.5
37.2
44.5
29.1
Percent
Lysimeter D^g Ibs/yd-3 Carbon Dioxide Methane
K 3.20 522.74 30.5 5.7
M 3.20 503.60 28.5 0.8
N 3.20 736.67 32.3 22.0*
0 3.20 649.97 29.5 30.8
P 92.00 520.30 37.2 5.4
R 0.89 532.26 44.5 38.8
S 13.50 519.60 29.1 4.0
*Gas port clogged - sampling discontinued 2/16/71
150
-------
carbon dioxide in mini-lysinister P, oxygen levels increased
after twenty-five weeks.
Milled Refuse Moisture Parameter Studies
Milled Refuse Field Capacity -
Field capacities were obtained for various size milled
refuse compacted to several different densities. Initially
the field capacity tests were performed on the milled re-
fuse as compacted at its original moisture content. However,
the results obtained did not prove satisfactory.
The procedure used to develop the results presented herein
consisted of compacting the milled refuse into three (3)
inch (76.2 mm.) diameter cyclinders and then immersing them
in water and allowing the water to flow up into the contain-
er. The samples remained immersed for 48 hours by which
time the refuse-free surface was covered with water. The
samples were then tested following the procedure described
in Appendix I.
Upon completion of the field capacity tests, analysis of
samples from the cylinders indicated that zones existed
within the milled refuse which were still dry. On the
finest mill size these "dry" pockets had moisture contents
less than 10% higher than the original moisture content.
The results of this study are presented in Figure 82.
As an alternate to the wetting scheme described above,
refuse samples were first saturated, allowed to drain, and
then subjected to the field capacity test described in
Appendix II. This procedure insured complete wetting of
the sample and better reproducibility of test results. The
results of this study are presented in Figure 83.
Both Figures 82 and 83 present a plot of field capacity
against the natural logarithm of the density. In Table 23
is tabulated the results of a least squares fit of the
data for the various milled refuse sizes.
An attempt was made to establish saturated permeability for
the various sizes of milled refuse. These results are pre-
sented in Figure 84. Overall, the results proved inconclu-
sive and significant relationships between saturated per-
meability, density and milled refuse size could not be
established.
The large variations in the experimental results can be
attributed to the sample size,cylinder sidewall effect and
151
-------
o
o
te-
Capacity vs Density for
sf- Various Component Sizes o
o
jnsaturated samples) °
o
.VO
A
CJ
On
.c
o
c
A A
~ 0 ^ B
>. 4 D B
1 Q Q ^
a. IP tp
(5 tp tp
tp
- '• ° c
a5 tp O
C
0% IP
GJ ^ 0
0 Q ° 0
>§ o °
O
o
Size D50 (mmj
* A 0.89
0 B 3.20
A C 4.80
B D 13.50
^ E 92.00
^ G> Ungrcund p
200 n . 3°° "00 500 ' GOO TOO ' 800 ' 900'
Density in Pounds per Cubic Yard
FIGURE 82
-------
o
o
0)
Q.
o
c
o
o
Q.
a
O
2
CD
10
8
Field Capacity vs Density for
Various Component Sizes
(saturated samples)
150
.,_..« • ° * o o o
o
GO
Oo <» *,
co
O -A
A AA
A A /
•A A
A n
A A
O
nCEB
E
O ~ ^
000
o
O
o
o
0
O O
O 0
Size DSQ (mm.)
• A
o B
A c
B D
CJ E
0.89
3.20
4.80
13.50
92.00
O Unground ?
200
300
400
•500
600 700 800 900
Density in Pounds per Cubic Yard
FIGURE 83
-------
TABLE 23
Relationship of Density vs. Field Capacity
Saturated or
Unsaturated
Equation
A
A
B
B
C
C
D
D
E
E
0.89
3.20
4.80
13.50
92.00
Saturated
Unsaturated
Saturated
Unsaturated
Saturated
Unsaturated
Saturated
Unsaturated
Saturated
Unsaturated
Y =
Y =
Y =
Y =
Y =
Y =
Y =
Y =
Y =
Y =
2.4527 InX -
1.23156 InX -
2.5970 InX -
1.65921 InX -
2.2652 InX -
2.16418 InX -
3.02986 InX -
2.78459 InX -
3.75126 InX -
3.0578 InX -
6.3673
3.072
8.0894
5.1234
8.3397
8.9120
13.0421
12.4176
19.2754
18.7358
Where Y = Field Capacity in Inches
per foot of refuse
X = Density of refuse
-------
220 r
200
ISO -
160 -
140 -
2 120 -
x
;oo -
o
o> „_
to 80 -
60
40
20
A CP
0
O
H ©
Eto
L A
, A
or
0 *
Permeability
vs
Density
Size
• A
o B
A C
H D
C3 £
,f
D50 (mmj
0.89
3.20
4.80
13.50
92.00
150
200 300 400 500 600 700 800
Density in Pounds per Cubic Yard
FIGURE 8k
-------
refuse characteristics, However, as shown in Figure 84,
the saturated permeability for milled refuse falls between
10~2 cm/sec, for the low density large particle refuse to
10~4 cm/sec, for high density small particle refuse.
To establish the validity of the field capacity determina-
tions a moisture balance was performed on the various mini-
lysimeter units. The total water applied to mini-lysimeters
K through S is given in Table 24. The water was applied
uniformly over an eighteen (18) month period and is equiva-
lent to approximately twenty-seven (27) inches of infiltra-
tion. The total volume of leachate generated by each cy-
linder is also given in Table 24 along with the volume of
water retained by the milled refuse. The original moisture
content plus the water retained equals the actual milled
refuse field capacity. These results are presented in
Table 25.
A comparison of the field capacities determined by both
procedures is made in Table 26. The field capacity values
obtained from the moisture balance in the lysimeters is
the actual field capacity that would be obtained by a re-
fuse placed in an unsaturated condition. The comparison
of results in Table 26 shows that the correlation between
the experimental results obtained using the unsaturated
test procedure and the mini-lysimeter is excellent.
A plot of field capacity versus 059 diameter for various
milled refuse densities is presented in Figure 85. In
Figure 86 is given a plot of time of first leachate appear-
ance versus D5g diameter for two different compaction
densities.
The results of this study indicate that milling of refuse
increases greatly the saturated field capacity. Further,
the results show that the field capacity of milled and
unmilled refuse placed and compacted in an unsaturated state
is less than the field capacity of refuse placed saturated.
These results also show that:
1. Increasing density increases field capacity. The in-
crease in field capacity is nonlinear and approaches a
limit as density increases.
2. As the 050 of the milled refuse decreases, the differ-
ence between saturated and unsaturated field capacity
increases. This indicates that milling to finer sizes will
increase the amount of refuse that will remain at a moisture
content less than field capacity and will not be exposed to
156
-------
TABLE 24
Moisture Balance in Lysimeters
Lysimeter
K
M
N
0
P
R
S
D50
mm.
3.20
3.20
3.20
3.20
92.00
0.89
13.50
Dry
Density
522.74
503.60
736.67
649.97
520.30
532.26
519.60
Total Volume
Water Added
Liters
246,9
194.3
265.74
250.6
218.6
210.9
217.6
Total Volume
Water Removed
Liters
171,32
132.16
154.49
158.01
164.07
147.71
153.45
Volume
Retained
Liters
75.58
62.14
111.25
92.59
54.51
63.19
64.15
-------
TABLE 25
oo
Lysimeter
K
M
N
0
P
R
S
Field
DSO
irim.
3.20
3.20
3.20
3.20
92.00
0.89
13.50
Capacity
Dry
Density a
Ibs/ydJ
522.74
503.60
736.67
649.97
520.30
532.26
519.60
Determination fi
Water Retained
Liters
75.58
62.14
111.25
92.59
54.51
63.19
64.15
Original Total Field Ca-
Water Content Water pacities
in Liters Liters In/ft.
10.97 86.55 5.75
10.97 73.11 4.70
17.33 128.58 7.36
14.29 106.88 6.87
11.05 65.56 3.95
6.06 69.26 3.68
11.10 75.27 4.54
a based on original refuse depth
-------
TABLE 26
_
\0
Comparison of Experimental and Calculated Field Capacity
Lysimeter
K
M
N
O
P
R
S
D50
mm.
3.20
3.20
3.20
3.20
92.00
0.89
13.50
Dry
Density
lbs/yd3
522.74
503.60
736.67
649.97
520.30
532.26
519.60
Field Capacity
Moisture Balance
5.75
4.70
7.36
6.87
3.95
3.68
4.54
Saturated
Experiment 0-
8.2
8.1
9.2
8.8
4.0
9.1
5.8
Unsaturated
Experiment
5.5
4.4
6.2
6.0
4.0
4.6
4.9
a. fran figure 83 Field Capacity vs. Density for Various Component Sizes (unsaturated samples)
6. from figure 82 Field Capacity vs. Density for Various Component Sizes (saturated samples)
-------
Field Capacity
vs
Effective Diameter
Saturated
Unsaturated
600 Ib./yd?
20 40 60
D50 in Millimeters
FIGURE 85
80
100
160
-------
Time of Leachate Appearance vs D
50
20
Saturated •
Unsaturated
20
30 40 50
in Millimeters
FIGURE 86
60
70 80
-------
the water flowing through the refuse. A possible result
of this phenomenon would be quicker "apparent" stabiliza-
tion of the refuse. The stabilization is only "apparent"
because the leachate quality might show marked improvement
yet the untouched pockets would retain their leachable load
to be released at a slower rate or delayed to some future
triggering.
The curve of first leachate appearance versus D$Q diameter
is presented in Figure 86. The model used for this figure
was a landfill with an eight (8) foot (2.44 m. ) refuse layer
and a two (2) foot (0.61 m.)soil cover. Infiltration was
assumed to be eighteen (18) inches (0.46 m. ) per year. The
independent variables considered were effective diameter
(Den) and refuse density. The results show that as the
milled refuse size decreases, substantial delays in first
leachate appearance will occur.
Using the unmilled refuse data from this study and elsewhere,
a relationship between field capacity and density is
Field Capacity =2.6 (in Density)- 14.0
Mini -Lysimeter Leachate
The quantity of leachate was essentially constant in all
the mini-lysimeters, except M/ because of the constant
water feeding program. The maximum concentration of each
pollutant measured is given in Table 27. Curves for the
most significant pollutant concentrations are presented
in Figures 87 through 96.
Figures 87 through 91 for mini-lysimeters K, P, R and S
show the effect of refuse size on some of the leachate
contaminant concentrations. Figures 92 through 96 show
the effect of refuse density on the concentration of speci-
fic contaminents .
Plots of cumulative grams of pollutant as a function of
leachate quantity are presented in Figures 97 through 104.
The total grams of pollutant from each mini-lysimeter are
tabulated in Table 28.
The effect of density on leachate ion concentrations are
summarized in Table 29 and shown graphically in Figures
101 through 104. Three mini-lysimeter units were used to
study density influence. Lysimeter K (D50 = 3.20 mm.)
contained refuse at a density of 522 pounds/yard3 (309.72
kgs per meter3), lysimeter 0 (D50 = 3.20 mm.) contained
refuse at a density of 650 pounds/yard3 (385.67 kgs per
meter3) and lysimeter N (D5Q = 3.20 mm.) contained refuse
162
-------
TABLE 27
ON
Effective Size
(D mm.)
Iron
Zinc
Nickel
Copper
Potassium
Calcium
Magnesium
Hardness
Chloride
Sodium
Ammonia Nitrogen
Organic Nitrogen
Chemical Oxygen
Demand
Total Residue
TDS Total
Dissolved
Solids
Maximum Concentrations of Leachates from Lysimeters*
Mini-Lysimeters
3.20 3.20 3.20 3.20 92.00 0.89
K
M
N
0
R
13.50
2130.74
144.0
1.52
0.19
1,100
1,640
381
9,999.0
2,500
2,600
633.7
638.4
50,749
36,760
1177.30
161.0
1.71
0.21
1,241
3,983
950
10,000
4,550
2,580
954.5
802.2
58,800
59,000
3,633
183.0
3.14
0.26
1,340
3,840
759
9,359
2,890
3,300
773.1
852.1
95,304
49,580
1,747
225.0
3.43
0.29
1,801
2,602
794
8,830
3,700
3,740
999.0
999.9
78,000
69,330
800.0
104.0
1.83
0.26
1,042
1,825
306
8,998
2,390
2,100
999.9
503.8
55,000
33,460
2,833
104.0
1.63
0.71
988
1,940
389
7,580
2,190
2,020
681.3
512.4
51,000
26,180
2341.0
291.0
2.22
0.29
2,500
2,400
1,276
8,367
4,800
4,840
999.0
999.0
93,900
76,640
18,000 22,500 22,500 26,100 17,000 16,000 35,000
*milligrams per liter
-------
5000
4000 •
o>
E
3000 -
2000
1000
Influence of Refuse Size on
Sodium Concentration in Leachate K
p
R
s
D50 DENSITY
Ibs/yd3
10
20
Elapsed
40
Leaching Time
FIGURE 87
in
50
Weeks
60
70
80
-------
Influence of Refuse Size on
.Ox
5000 •
4000
3000
2000
1000
Chloride
Concentration in Leachate K
p
R
s
DENSITY
Ibs/yd3
522.74
503.60
736.67
649.97
520.30
532.26
519.60
20
Elapsed
30 40
Leaching Time in
FIGURE 88
5Q
Weeks
60
70
80
-------
Influence- of Refuse Size on
o\
ON
40000
32000
24000- •
16000 •
8000-•
Total Dissolved Solids
Concentration in Leachate
p
R
s
DENSITY
Ibs/yd3
522.74
503.60
736.67
649.97
520.30
532.26
519.60
10
20
Elapsed
30
40
Leaching Time
FIGURE 89
50
in Weeks
60
70
80
-------
100,000- •
80,000
60.000-
40,000-
20,000 •
Influence of Refuse Size on
Chemical Oxygen Demand
Concentration in Leachate
10
20
30
40
50
60
70
80
Elapsed Leaching Time in Weeks
FIGURE 90
-------
o>
e
O\
OO
2500
2000 •
1500
1000 /
500
322.74
503.60
736.67
649.97
530.30
532.26
519.60
10 20 30 40 50
Elapsed Leaching Time in Weeks
FIGURE 91
60
70
80
-------
ON
D>
E
4000
3600
3200
2800
2400
2000
1600
1200
800
400
Influence of Refuse Density on
Chloride Concentration in Leachate
DENSITY
K
N
0
10 20 30 40 50
Elapsed Leaching Time in Weeks
FIGURE 92
60
70
80
-------
H
^3
O
4000
3600
3200
2800
2400
— 2000
1600
1200
800
400
o>
Influence of Refuse Density on
Sodium Concentration in Leachate
522.74
503.60
736.67
649.97
520.30
532.26
519.GO
10 20 30 40 50
Elapsed Leaching Time in Weeks
FIGURE 93
60
70
80
-------
30,000
25,000
20,000
15,000
10,000
5,000
Influence of Refuse Density on
Concentration in Leachate
LYSIMETER
D50
mm
K
N
0
DENSITY
Ibs/yd'
10 20 30 40
Elapsed Leaching Time
FIGURE 9^
in
50
Weeks
60
70
80
-------
100,000
90,000
80,000
70,000
60,000
50,000
4u,000
30,000
20,000
10,000
Influence of Refuse Density on
Chemical Oxygen Demand
Concentration in Leachate
,\
n
K
N
0
LYSIMETER 050
mm
DENSITY
I \ A
A V \ l\
IV' r--\ l\
W\^
10 20 30 40 50
Elapsed Leaching Time in Weeks
FIGURE 95
60
70
80
-------
3500-
3000
2500
2000-
1500
1000
500
Influence of Refuse Density on I
Iron Concentration in Leachate
LYSI METER D50 DENSITY
mm Ibs/yd
3.30 522.74
3.20 503.60
3.20 736.67
3.20 649.97
92.00 520.30
.89 532.26
13.50 519.60 /'
v
10
20
30
40
50
60
Elapsed Leaching Time in Weeks
FIGURE 96
70
80
-------
5000
4000
in
I 3000
2 2000
|
o
1000
Total Chemical Oxygen Demand Leached
vs Cumulative Leachate
Size Influence
10
50 100
Cumulative Leachate in Liters
FIGURE 97
LYSIMETER
mm
3.20
3.30
3.30
3.20
92.00
.09
13.50
R
K
S
P
200
DENSITY
Ibs/yd3
522.74
503.60
736.6T
649.97
520.30
5322S
519 60
-------
\00 -
-o
2 40
I
Total Sodium Leached vs
Cumulative Leachate
Size Influence
LYSIMETER DSQ DENSITY
mm Ibs/yd3
3.20
3.20
3.20
3.20
92.00
.83
13.50
522.74
503.60
736.67
649.97
520.30
532.26
519.60
10
50 100
Cumulative Leachate in Liters
FIGURE 98
R
K
S
P
200
-------
I
o
250
200
150
2 100
£
o
50 -
Total Iron Leached vs
Cumulative Leachate
Size Influence
LYSIMETER
10
50 100
Cumulative Leachate in Liters
FIGURE 99
DENSITY
lt)S/yds
522.74
503.60
736.67
649.97
520.30
532 26
519.60
200
-------
in
e
o
t~
O
•a
•3
O
120 r
100
80
60
40
20
Total Chloride Leached vs
Cumulative Leachate
Size Influence
522.74
503.60
736.67
649.97
520.30
532.26
519 60
I I I I
10
Cumulative
50 100
Leachate in Liters
FIGURE 100
R
K
S
200
-------
CO
I20--
100-•
80--
to
o
Q>
>
1 60-
40"
Total Sodium Leached vs
Cumulative Leachate
Density Influence
10
LYS1METER 050 DENSITY
mm
H h
3.20
3.20
3.20
3.20
92.00
.89
13.50
5Z2.74
503.60
736.67
649.97
5Z0.30
532.26
519.60
50
Cumulative Leachate
FIGURE 101
in
100
Liters
K-
N-
0-
200
-------
5000-•
4000- •
in
£
2 3000
f 2000
£
3
O
IOOO--
Total Chemical Oxygen Demand
Leached vs Cumulative Leachate
Density Influence
-t-
-)—I—(-
LYSIMETER D50 DENSITY
mm Ibs/yd*
K
N
0
mm
3.20
3.20
3.20
3.20
92.00
.89
13.50
522.74
503.60
73G.67
64997
520.30
532 26
519.60
10
50
Cumulative Leachate
FIGURE 102
in
100
Lifers
200
-------
175"
140- •
O
O |05 -
Total Chloride Leached vs
Cumulative Leachate
Density Influence
a>
O
70--
35--
LYSIMETER D50 DENSITY
mm Iba/yd
3.20
3.20
3.20
3.20
92.00
.89
13.50
522.74
503.60
736.67
649.97
520.30
532.26
519.60
-!
K
N
0
10
50 100
Cumulative Leachate in Liters
FIGURE 103
200
-------
H
350--
280-
tn
£
S 210
o
•f 140
o
70--
10
Tota! Iron Leached vs
Cumulative Leachate
Density Influence
LYSIMETER D50 DENSITY
mm lb»/y«l5
3.20
3.20
3.20
3.20
92.00
.69
13.50
522.74
503.60
736.67
649.97
520^30
532.26
519.60
K
N
0
-4-
4-
50 100
Cumulative Leachate in Liters
FIGURE 104
200
-------
TABLE 28
oo
Total Grams of Pollutant Removed From
Each Lysimeter
Lysimeter
Hardness
Sodium
Iron
Zinc
Nickel
Copper
PO4
SO4
Cl
SS
N Free
N Or.
COD
K
Ca
TDS
Leachate
Weight (Ibs
Volume (yd 3
Density
(Ibs/yd3)
Height
(orig. ft.
Height
(final ft.
K
469.0
91.0
200.12
3.34
0.07
0.00
0.1
33.5
127.2
90.2
33.2
18.1
3,063.7
44.6
122.0
1,013.3
171.32
.) 146.89
) .281
522.74
) 2.4
) 2.042
M
486.7
98.3
95.01
2.90
0.07
0.00
0.7
20.1
121.3
92.7
44.2
18.9
2,726.4
43.9
136.1
1,112.1
132.16
146.05
.290
503.6
2.5
1.834
N
623.1
123.8
345.14
9.38
0.12
0.00
0.30
13.6
199.1
177.7
56.7
28.4
5,291.0
58.5
227.0
1,804.8
154.49
232.05
.315
736.67
2.709
2.583
0
529.1
109.7
169,56
4,87
0.09
0.00
0.2
19.1
138.8
113.7
61.8
23.3
3,974.4
61.5
169.2
1,390.5
158.01
189.14
.291
649.97
2.50
2.25
P
364.8
85.0
48.83
4.76
0.09
0.00
0.8
12.6
97.9
59.4
42.7
21.0
3,094.3
46.6
129.8
1,023.6
164.07
148.07
.285
520.3
2.491
2.229
R
213.1
95.0
103.9
1.72
0.05
0.00
0.00
17.2
114.9
53.3
27.1
17.7
2,021.1
42.9
61.3
843.0
147.71
157.55
.296
532.26
2.542
1.750
S
379.5
94.6
86.65
4.38
0.07
0.00
0.6
8.1
122.8
42.3
45.2
30.7
3,851.7
69.1
149.2
1,150.5
153.45
148.58
.286
519.6
2.494
2.234
-------
TABLE 29
EFFECT
Hardness
Sodium
Iron
Zinc
Nickel
Copper
P04
so4
Cl
ss
N Free
N Or
COD
K
Ca
TDS
OF MILLED REFUSE
K(522) b
18.64
3.62
7.95
.132
.002
0.0
.003
.331
5.05
3.58
1.32
.72
121.74
1.77
4.85
40.27
DENSITY ON
0(650) b
17.70
3.67
5.67
.162
.003
0.0
.006
.639
4.64
3.80
2.06
.78
132.99
2.05
5.66
46.53
a
REMOVAL OF POLLUTANTS
N(722) b
17.38
3.45
9.63
.26
.003
0.0
.008
.38
5.55
4.96
1.58
.79
147.59
1.63
6.33
50.34
a. Removal per pound of refuse per liter of leachate
b. Minilysiiteter (density in pounds/cu.vrL)
183
-------
at a density of 737 pounds/yard3 (437.29 kgs per meter3).
The results show that pollutant concentrations increased
with increasing density. Lysimeter N leachate had the
highest weekly pollutant load in at least 90% of the study
period. Lysimeter K leachate had the lowest concentrations
of pollutant in at least 75 percent of the report period.
The results show the increased availability of pollutants
as refuse density increases. Hence, as long as the pollu-
tant does not reach its solubility limit in the leachate,
more will be removed during a given time period. In this
study this solubility limit (saturation) was not reached.
The water feeding program produced leachates which were rich
in both organic and inorganic contaminents. In most cases
the maximum concentrations of pollutants were attained with-
in the first two months of the test initiation. After the
maximum concentrations were reached, a continual decrease
occurred in leachate from all the constant feed mini-lysi-
meters. The steady decrease was produced by the continued
flushing of the refuse, thereby removing the easily decom-
posable and soluble materials.
The rate of removal of the bound contaminents depends on
their rate of release due to biochemical activity within
the refuse. The refuse size concentration curves, Figures
87 through 91, show that except for early transients size
does not appear to have any significant influence on con-
centrations .
Iron does not appear to follow the general trend in the same
orderly fashion. The moderate size refuse (D5g = 3.20 mm.)
increased in iron concentration and stayed there until test
termination. The reason for this pattern difference has
not been established.
SANITARY LANDFILL FIELD FACILITY
Background ground water quality data was collected at the
site prior to installation of the test cell in the Spring
of 1968. Complete ground water background data for wells
1 through 11 are summarized in the data volumes of the
earlier report on this study(4). Wells 1 through 11 fall
outside the test cell, while wells 12 and 13 are within the
cell and had to be installed after its construction. Con-
centration ranges for wells 1 through 11 for the various
contaminants measured are summarized in Table 30.
Overall ground water quality was good with only low concen-
trations of the various contaminants present.
184
-------
H
OO
TABLE 30
FIELD FACILITY LEACHATE CHEMICAL COMPOSITION
SUMMARY FOR WELLS 1 THROUGH 11 AND 14
(EXCEPT pH)
Typical Concentration
on Indicated Dates
ION
Iron
Zinc
Nickel
Copper
pH (range)
Hardness (CaCC>3)
Phosphate
Sulfate
Chloride
Sodium
Nitrogen (ammonia)
Nitrogen (organic)
Total Dissolved
Solids
Chemical Oxygen
Demand
for Test
Period
2.30
1.73
0.23
0.22
2.8-8.2
112.0
1.7
22.0
50.0
48.0
1.0
1.4
330.0*
177.0*
9/11/69
^back ground)
0.0
0.03
0.0
0.0
5.0
30.0
0.2
2.0
10.0
6.0
0.0
0.4
60.0
0.0
8/31/70
0.73
0.37
0.0
0.0
6.4
37.0
0.2
0.0
9.0
6.0
0.0
0.1
65.0
3.0
8/2/71
0.61
0.10
0.0
0.0
6.5
35.0
0.0
NR
18.0
7.0
0.1
0.1
70.0
0.0
6/26/72
1.64
0.13
NR
NR
6.7
NR
0.0
NR
23.0
4.0
0.0
0.1
80.0
40.0
NR - not reported
* Isolated results,
-------
Refuse was placed in the field test cell in May 1968.
After that time, gas, soil moisture, ground water samples
and temperatures were monitored on a regular basis,
Field Temperature
Figure 105 is taken from the first report on this project^4)
and shows the temperature variations during the time period
immediately after installation of the field cell. These
results and those summarized in Table 31 are the average of
the four (4) thermistors at each depth. The two foot (.61 m.)
depth curve shows maximum response to atmospheric tempera-
tures. The curves for the other depths indicate that during
the reported time period internal temperatures had a highly
dampened phase response to atmospheric and ground tempera-
tures. The results indicate very little initial biological
activity within the refuse (as compared to the lysimeter).
It is believed that the initial temperature behavior pattern
is a result of the relatively high refuse placement density
(740 lbs/yd3) (439.1 kgs/meter3).
After the initial time period temperature patterns continue
to follow trends similar to those shown in Figure 105. Hence,
complete curves for the entire test period are not presented.
In Table 31 are summarized temperature ranges for each depth
and for each year of test cell monitoring. The results show
that temperatures inside the fill are higher than those at
corresponding depths outside the fill and a few degrees a-
bove ambient. It is also noteworthy that in the test cell
at the greater depths a cooling trend toward exterior temper-
atures is apparent with each annual cycle.
Overall, the temperature measurements in the test cell pro-
vide little insight into its state of decomposition.
Field Gas
Gas samples were analyzed on a routine basis for carbon mon-
oxide, hydrogen sulfide, nitrogen, carbon dioxide and me-
thane. No carbon monoxide or hydrogen sulfide was detected.
The gas curves in Figures 106 through 125 for oxygen, car-
bon dioxide and methane are presented as a percentage of
total gas present at the time of sampling. Nitrogen, which
made up the remaining percentage of the total is not shown
in the figures.
The "A" series and "D" series gas curves are for locations
outside the test area. The results show that while there
are variations in carbon dioxide and oxygen, negligible
quantities of methane were detected. A comparison between
186
-------
C3
LU
O
a:
I
LU
a.
100 200 300 400 500 600
TIME IN DAYS
FIGURE 105
FIELD TEMPERATURES
18?
-------
TABLE 31
Field Facility Temperature Extremes
Outside the Fill Areaa
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Depth Below Ground Surface - Feet
.5 5 8 13
From 9/1/69 to 8/31/70
106.0 69.5 62.5 58.9
24.1 37.5 44.0 46.5
From 9/1/70 to 8/31/71
95.0 69.3 62.7 58.8
19.0 35.0 40.0 47.5
From 9/1/71 to 7/15/72
93.8 69.0 62.4 58.5
22.0 36.6 42.0 45.5
Field Facility Temperature Extremes
Inside the Fill
Depth Below Ground Surface - Feet
2 4 6 8 10
From 9/1/69 to 8/31/70
75.5 71.0 66.5 64.5 59.0
34.0 39.0 44.5 46.5 49.0
From 8/31/70 to 8/31/71
75.0 68.8 64.9 64.0 58.5
32.0 36.0 41.5 41.5 46.0
From 9/1/71 to 7/15/72
74.9 69.8 6T71 6471 5TT. 8
33.3 37.8 40.5 43.3 46.2
18
55.0
50.5
56.0
48.5
56.5
47.9
12
59.0
50.9
57.7
47.0
58.7
49.9
Fahrenheit
188
-------
00
ui
to
60-
50-
40-
0-
c/j
_)
o
L.
O
I-
5 20
a:
10
FIELD GAS ANALYSIS
LOCATION AI
V- —
Co2
500 1000
Time in Days from December 12,1967
FIGURE 106
1500
-------
60-
50-
FIELD GAS ANALYSIS
LOCATION A2
V)
LU
o:
Q.
V)
40-
MD
O
u.
o
i-
2
LU
O
cr
30-
20-
10-
Qa\
\,
j\\
- v\
'^ /
500 1000
Time In Days from December 12, 1967
FIGURE 107
-T-CH,
1500
-------
60-
50-
FIELD GAS ANALYSIS
LOCATION A3
UJ
V)
LU
cc
40-
o
H
UJ
o
tr
LU
O.
30-
20-
10-
\
/
\
,C02
\
CH
500 1000
Time In Days from December 12, 1967
FIGURE 108
1500
-------
60-
I-
UJ
V)
UJ
cc
a.
FIELD GAS ANALYSIS
LOCATION A4
50-
40-
o
a.
o
30-
tt
UJ
a.
20-
10-
C02
\
\ /
\
A Vx N
/ V v
CO?/ CH,
\ /
500 1000
Time In Days from December 12, 1967
FIGURE 109
1500
-------
60-
50-
Ul
-------
H
\O
60-
50-
Ul
LU
£ 40
o
o
o:
UJ
o_
30-
20-
10-
FIELD GAS ANALYSIS
LOCATION D2
\
'
'\A
500 1000
Time in Days from December 12, 1967
FIGURE 111
1500
-------
60-
50-
FIELD GAS ANALYSIS
LOCATION D3
LL)
V)
UJ
-------
ui
to
UJ
£C
a.
oo
(S
I
60-
50-
40-
30-
FIELD GAS ANALYSIS
LOCATION D4
\O
0\
UJ
o
lit
a.
20-
N
V-'
.A
- •
/
CH4
V CO 2
500 1000
Time In Days from December 12, 1967
FIGURE 113
I5C
-------
60-
Ul
v>
o:
o.
u.
o
LU
O
o:
UJ
o.
j! FIELD GAS ANALYSIS
|| LOCATION. XI
Days from
FIGURE
-------
h-1
VO
00
LU
in
UJ
K
a.
o
_l
<
o
UJ
o
K.
Ul
Q.
eo-
50-
40-
30-
20-
10-
C02
'
FIELD GAS ANALYSIS
LOCATION X2
500 1000
Time in Days from December 12, 1967
FIGURE 115
1500
-------
LU
t/)
LU
CC
Q.
•W
LU
O
CC
LU
O.
60'
50-
40-
_J
P 30
20-
10-
C02
\
\
\ FIELD GAS ANALYSIS
1 LOCATION X3
1
/ V
C02
V
500
1000
1500
Time in Doys from December
FIGURE }\6
12, 1967
-------
70-
O
O
FIELD GAS ANALYSIS
LOCATION X4
V)
IU
cc
Q-
t/)
<
O
z
LU
O
or
LU
Q.
50-
40-
30-
20-
10
I \
C02
500 1000
Time in Days from December
FIGURE 117
1500
12, 1967
-------
60-
50-
I-
z
LU
Crt
LU
IT
a. 40-
o
o 30-
u.
0
1—
III
o 20-
Q;
LU
O.
10
FIELD GAS ANALYSIS
LOCATION X5
\
I
\
co2' ! / L
I/ \
' V A
x. / \
'^v / \
>/ \
\
\
C02
^^
i \
j \
0 500
Time in Days fr
CH>
1000
December
FIGURE 118
1500
12, 1967
-------
60-
ro
FIELD GAS ANALYSIS
/I LOCATION X6
z
UJ
w
UJ
CC
a.
z
UJ
o
a:
LU
a.
50-
40-
30-
20-
10-
500 1000
Time in Days from December 12, 1967
FIGURE 119
1500
-------
8
60-
50-
z
Ul
ui
a:
a. 40
I
u.
o
I-
LJ
Ul
Q.
30-
20-
10
FlEi.0 GAS ANALYSIS
LOCATION WJ
C02\
A \ / i
v\ I
\
*• .^ /
' V
A./
°2 _/V \ yA
2 'CH4 ^ \.^'
500 1000
Time in Days from December 12, 1967
FIGURE 120
1500
-------
70-
60'
50-
I-
ui
a
* 40
30-
z
UJ
o
cc
Ul
a.
20-
10-
C02
FIELD GAS ANALYSIS
LOCATION W2
\
N
A .\
r \ / \
v •-
/
i
/
/
/
j
\
\
CO 2
Oa
\\l
f.i
A /\/l
/v y i
A/ 1
/ VCH4
fl
| 1
1
l-_-/>
500
Time in
02
/
/
^— - ~^-
r-pT^/ CH4
f/ V
1000
Days from December 12, 1967
1500
-------
8
z
UJ
OT
UJ
a:
a.
z
UJ
o
cc
UJ
0.
70 r
60-
50-
40-
30-
20-
10
/\
C02\
FIELD GAS ANALYSIS
LOCATION W3
500 1000
Time in Days from December
FIGURE 122
1500
12, 1967
-------
o
ON
z
ai
w
UJ
cc
CL
CO
u.
o
LJ
O
tr
UJ
a.
70-
60-
30-
40-
30-
20-
10-
!\
\
\
\ FIELD GAS ANALYSIS
LOCATION W4
500 1000
Time in Days from December 12, 1967
FIGURE 123
1500
-------
70-
Z
LJ
CO
Ul
CC
O.
O
o
LL)
O
CC
UJ
Q.
60-
50-
40-
30-
20-
10
C02
\
\ FIELD GAS ANALYSIS
\ LOCATION W5
\
500
1000
1500
Time In Days from December 12, 1967
FIGURE 124
-------
70-
o
00
UJ
V)
Ul
a:
a.
o
U-
o
2
LJ
O
cc
UJ
a.
60-
50-
40-
30-
20-
10-
l\
FIELD GAS ANALYSIS
LOCATION W6
CO
500 1000
Time in Days from December 12, 1967
FIGURE 125
1500
-------
the "A" series, "D" series and "X" series, inside the test
cell, indicates that while methane generation occurs within
the cell, little escapes into the surrounding soil.
These results reflect primarily on the relative pervious
nature of the residual soils* and the ability of the gas
to vent through the soil cover to the atmosphere. These
results are not presented to suggest either a lack of gas
migration into the surrounding soil or the universal appli-
cation of the results to other soil-landfill systems. How-
ever, the results do suggest the need to carefully assess
each case on an individual basis and not to pre-suppose the
existence of a gas problem.
The "X" series and "W" series of gas data curves, Figures
114 through 125, are representative of gas generation pat-
terns within the test cell. Unfortunately in some of the
other quadrants, the gas tubes clogged and samples were
collected for only short periods of time.
Carbon dioxide concentrations are initially high and re-
main relatively high for the entire test period. In the
"W" series methane concentrations never developed signifi-
cant continuous trends. Further, the methane concentra-
tions remain relatively low.
The "X" series results indicate consistently higher methane
concentrations. However, the most active period began after
approximately thirteen hundred days into the test. It is
interesting to note that the most active layers were in the
center of the test cell with little methane buildup at the
top or bottom. This suggests free migration of methane
from below the landfill as well as free movement of air
into the bottom of the landfill. This combined gas migra-
tion pattern would tend to reduce methane gas concentra-
tions, thereby reducing the possibility of vertical or
lateral movement. This pattern differs significantly from
the pattern for the lysimeter where the lower boundary was
impervious. In this case, gas concentrations tend to in-
crease to maximum values with depth.
Methane concentration reached peaks of thirty (30) to forty
(40) percent after fifteen hundred days. The net result is
the development of potentially explosive situation if the
gas so generated migrated into a closed environment. This
behavior pattern clearly indicates that ambient temperature
*See Soils & Geology Section.
209
-------
conditions, the rate of moisture buildup to field capacity
and initial refuse density can nave a marked effect on the
rate of degradationr hence the rate of methane buildup.
Gas measurements are important enough to be an integral
part of any landfill operation. However, as the study
results suggest, a careful evaluation of the gas monitor-
ing system is essential to insure optimum stabilization of
any proposed gas purging scheme.
Field Leachate
Several monitoring systems for leachate migration detection
and sampling were installed both within the refuse and the
subsurface soils down to and below the ground water table.
The monitoring systems consisted of suction lysimeters,
deep wells and shallow well clusters. The suction lysi-
meters (designated as "U" series) were installed at depths
of one (.305 m.), four (1.22 m.) , six (1.83 m.) , eight
(2.44 m.), eleven (3.35 m.) , thirteen (3.96 m.), and eigh-
teen (5.49 m.) feet below the ground surface. Ul, U4, U6
and U8 were in the refuse. Ull, U13, U18 were below the
refuse.
The deep wells were installed simply to sample ground water
between the depths of twenty (20) (6.1 m.) and thirty-five
(35) (10.67 m.) feet. These wells were installed prior to
placement of the refuse except for two below the refuse.
The latter two wells were installed after the refuse was
placed. These wells carry the designation 1 through 14.
Wells 1 through 11 were used to obtain the background
water quality data reported earlier in this section.
The shallow wells were installed in clusters adjacent to
the deep wells. The wells in clusters of three were used
to monitor ground water at depth increments of 21 (6.4)
to 23 feet (7.01 m.), 23 (7.01) to 25 feet (7.62 m.) , and
25 (7.62) to 28 feet (8.53 m.). On occasion, the 21 (6.4)
to 23 feet (7.01 m.) well would be dry as the ground water
table dropped. These wells are designated by a double
letter notation with a number designating its maximum depth
of monitoring (i.e. - SF28 is in the SF cluster and moni-
tors between 25 (7.62 m.) and 28 feet (8.53 m.) .
Water Feeding Program
The field test cell was subjected to the natural precipi-
tation and evapotranspiration regimen of the southeastern
Pennsylvania region. To encourage infiltration the top
210
-------
of the test cell was contoured to retain as much water
as possible and the vegetation was kept to a minimum.
As noted elsewhere, the field cell was placed into opera-
tion in May, 1968. Between May 1968 and October 1969,
there was insufficient precipitation to bring the cell to
field capacity.
In October, 1969, the equivalent of 5.10 inches (129.54 mm.)
of water infiltration was added to the surface of the cell
to bring it to field capacity, and thereafter the natural
precipitation-evapotranspiration regimen was again followed.
Substantially increased quantities of leachate were obtained
after the test cell was brought to field capacity. The
curves for the various leachate monitoring systems reflect
the delay in leachate production by their being offset
from the time zero date of May 10, 1968.
Field Suction Lysimeter Leachate
The curves in Figures 126 through 130 are for the suction
lysimeters U-6, U-8, U-ll, U-13 and U-18. Suction lysime-
ters U-l and U-4 in the upper portion of the refuse never
produced leachate of a substantial quantity and are be-
lieved to have become clogged early in the study.
The results in the Figures are for total dissolved solids.
Complete results can be found in the data volume. Total
dissolved solids curves have been selected as typical of
all the contaminants evaluated in this study.
Of particular interest in these curves is the significant
first peak which occurs at approximately 800 days into the
study. This time corresponds to the addition of the large
quantity of water to bring the test cell to field capacity.
Within the test cell, U-6 and U-8, a rapid buildup in TDS
to approximately 6000 mg/1 occurs. A corresponding in-
crease in TDS occurs at the same time in the leachate
from lysimeters U-ll and U-13.
After that initial release, leachate from U-6 and U-8 shows
relatively high TDS with another peak to approximately 9000
mg/1.
The leachate from the suction lysimeters below the test cell
do not show the TDS increase and, in fact, do not exceed
3,000 mg/1 during the remainder of the test period. (Note
that suction lysimeter U-18 failed to function past 800
days into the test).
211
-------
10,000
8.000
_ 6,000
o>
E
4,000
2,000
Total Dissolved Solids
6 Feet Below Surface
(4 FEET BELOW TOP OF REFUSE)
Unsaturated Sampler U-6
500 1000
Time in Days from December 12, 1967
FIGURE 126
1500
-------
Total Dissolved Solids
10,000
8,000
6,000
4,000
Z.OOO
8 Feet Below Surface
(6 FEET BELOW TOP OF REFUSE)
Unsaturated Sampler U-8
500 1000
Time in Days from December 12, 1967
FIGURE 127
1500
-------
Total Dissolved Solids
II Feet Below Surface
( I FOOT BELOW BOTTOM OF REFUSE)
Unsaturated Sampler U-ll
8000
6000
a>
E
4000
2000
500 1000
Time in Days from December 12, 1967
FIGURE 128
1500
-------
Total Dissolved Solids
13 Feet Below Surface
( 3 FEET BELOW BOTTOM OF REFUSE)
Unsaturated Sampler U-13
8000
_ 6000
^
en
E
40OO
2000
Time
500
in Days
from
FIGURE
1000
December
129
1500
12, 1967
-------
Total Dissolved Solids
18 Feet Below Surface
( 8 FEET BELOW BOTTOU OF REFUSE)
Unsaturated Sampler U-18
8000
6000
o>
ON
4000
2000
500 1000
Time in Days from December 12, 1967
FIGURE 130
1500
-------
The results indicate that for moderate quantities of water,
the soil has the capacity to reduce TDS concentrations (and
most of the other contaminants) as long as the loading rate
is not excessive. Hence, a properly designed site with a
suitable soil buffer zone requires control of the infiltra-
tion to permit proper soil renovation of the leachate.
Field Deep Well Study
The data from wells number 12 and 13 beneath the refuse (Figs. 131-1^3)
and well number 3 are presented as typical of the deep
ground water wells. The general direction of ground water
is from the northeast to the southwest. Therefore, the
data from well number 3 represents the influence of leachate
migration on ground water quality(Figs. 1^-149).
Wells 12 and 13 -
pH - Tends to be slightly acidic at about 6.0. Occasionally,
decreases to 5.0 and increases to 7.5 to 8.0. Overall pH
falls between 5.0 and 8.0 with a mean about 6.0.
COD - Except for a rapid rise to approximately 2700 at 800
days into the test, COD remains very low. COD results are
substantially lower than obtained in the laboratory tests.
Again, it is noteworthy that a rapid rose occurred during the
period of flooding to bring the refuse to field capacity.
Iron - Iron in well 12 rises after 800 days to a peak of
225 mg/1. For the remainder of the test it never exceeds
125 mg/1. Iron in well 13 rises to 700 mg/1 400 days into
the test and thereafter does not exceed 100 mg/1.
While these results are incompatible, it is believed they
reflect refuse placement as well as ground water flow in-
fluences .
TDS - The results in TDS in wells number 12 and 13 show that
significant increases in TDS concentrations occur approxi-
mately 1300 days into the test. Thereafter they remain high
but vary rapidly and substantially from test to test. Even
though concentrations increase greatly, they do not reach
the magnitude obtained in the suction lysimeters. These
results are due to both the soil renovation capacity and
ground water dilution.
The composite TDS figure for wells 12 and 13 extend the re-
sults to 1500 days. It is noteworthy that a rapid rise in
TDS occurs in well 13 during this latter time period.
21?
-------
PH
TEST WELL No. 12
CO
D>
E
8,0-
7.0-
6.0-
5.0-
4.0-
3.0-
2.0-
1.0-
500
Time in Days
FIGURE 131
1000
1500
-------
CHEMICAL OXYGEN DEMAND
TEST WELL No. 12
2700-
1800-
D>
900-
1500
-------
IRON
TEST WELL No. 12
250-
0«
E
200-
150-
100-
50-
500
Time rn Doys
FIGURE 133
1000
1500
-------
TOTAL DISSOLVED SOLIDS
TEST WELL No. 12
2000-
1500-
P
1000-
o>
E
500-
500
Time in Days
FIGURE 13^
1000
1500
-------
CHLORIDE
TEST WELL No.12
20
-------
SODIUM
TEST WELL No. 12
1000-
500-
500
Time in
FIGURE
1000
1500
Days
136
-------
ro
o>
E
8.0
7.0
6.0
5.0
4.0
3.0-
2.0-
1.0-
PH
TEST WELL No. 13
500
Time in Days
FIGURE 137
1000
1500
-------
ro
2700 H
I80CH
900-^
CHEMICAL OXYGEN DEMAND
TEST WELL No. 13
/\
500
Time in Days
FIGURE 138
1000
1500
-------
ON
800-
600-
400-
200-
IRON
TEST WELL No. 13
500
Time in Days
FIGURE 139
1000
1500
-------
1100 -
1000-
800-
600
400
200
TOTAL DISSOLVED SOLIDS
TEST WELL No. 13
500
Time in Days
FIGURE HO
1000
1500
-------
CHLORIDE
TEST WELL No. 13
200
CO
100
500
Time in Doys
FIGURE 14]
1000
1500
-------
SODIUM
TEST WELL No. 13
1000-
VD
500-
o>
500
Time in
FIGURE
1000
1500
Days
142
-------
6000
5000
4000
3000
2000
1000
12
13
Total Dissolved Solids
Groundwater
500 1000
time in Days from December 12,1967
FIGURE 143
1500
-------
PH
TEST WELL No.3
500
Time in Days
FIGURE 1M
1000
1500
-------
CHEMICAL OXYGEN DEMAND
TEST WELL No.3
2700-
1800-
900-
500
Time in Days
FIGURE
1000
1500
-------
15-I,
IRON CONCENTRATION
TEST WELL No.3
N>
o>
£
500
Time in Days
FIGURE 146
1000
1500
-------
TOTAL DISSOLVED SOLIDS
TEST WELL No. 3
ro
^
•e-
500 -
400 -
300
200-
100 -
500
Time in Days
FIGURE U7
1000
1500
-------
CHLORIDE
TEST WELL No. 3
80-
o
V.
60H
40-
500
Time in Days
FIGURE 148
1000
I5OO
-------
ON
500-
400
300-
200-
SODIUM
TEST WELL No. 3
100 -
500
Time in Days
FIGURE 149
1000
1500
-------
Chloride - Generally chlorides do not exceed 20 mg/1 although
a rapid rise occurs during the flood period to 200 mg/1. An-
other rise occurs at approximately 1200 days into the test,
being more pronounced in well 13 than in well 12. In well
13 a peak of approximately 200 mg/1 is attained. This latter
peak corresponds to the second peak present in the curves
for the other parameters monitored.
Sodium - Sodium concentrations are generally less than 20
mg/1. A peak over 800 mg/1 for well number 12 and over 700
mg/1 for well number 13 occurs about 900 days into the test.
This time corresponds to the period of flooding to bring
the system to field capacity and reflects on the inability
of the system to absorb large increases in water flow.
Well 3 -
Well number 3 is located down gradient from the field facili-
ty and immediately outside the refuse.
pH - pH range for the entire period falls within the range
of background water quality data and does not show any
significant influences due to leachate from the refuse.
COD - COD range for the entire period falls within the
range of background water quality data and does not show
any significant influences due to leachate from the refuse.
Iron - Iron concentrations were within background levels
until approximately 800 days into the test. Thereafter
values increased to approximately 4 mg/1 and then varied
with time. While iron concentrations exceeded background
levels, the increases are much less than pure leachate
concentrations.
Total Dissolved Solids - Total dissolved solids range between
50 and 100 mg/1. At approximately 1000 days into the test
the value increases to 500 mg/1. The total dissolved solids
are higher than reported background values but their overall
limited variations suggest more background levels than an
effect of leachate from the refuse.
Chloride - Except for an increase in chloride concentration
to 55 mg/1 approximately 1200 days into the test, values
generally fall within background ranges.
Sodium - Sodium concentrations increase to approximately 650
mg/1 between 900 to 1000 days into the test. However, dur-
ing the remainder of the test period, concentrations fall
within background values ranges.
237
-------
Field Shallow Well Study
Curves are presented for the E, SI, SF, WI and WF series
in Figures 150 through 177. With a couple of exceptions,
the curves are for TDS, pH, iron, chloride, sodium and COD.
The SI series, which is down ground water gradient from the
refuse cell, clearly shows the layer influence with depth.
Concentrations of each contaminant decreases with increas-
ing depth to approximately background concentration levels.
The SF series further down gradient than the SI series shows
little, if any, change from background concentration levels.
The E series is adjacent to the test cell, but somewhat down
gradient. This series shows the effect of lateral as well
as vertical dispersion. Concentrations of the various con-
taminants are higher than background but less than found in
the SI series at the same depths.
The WI and WF series patterns are similar to those for the
SI and SF series and also reflect lateral as well as verti-
cal dispersion effects.
Ground Water Total Dissolved Solids Study
Figures 178 through 182 compare total dissolved solids for
selected deep and shallow well series. The purpose of
these comparisons is to establish layer effect within the
ground water system.
The results of these comparisons clearly indicate that
such layering exists and can be defined with relative ease.
For example, the comparison of TDS for well 4, the WI
shallow well series, and the SI shallow well series, indi-
cates a high buildup of TDS at the shallow depths with
background concentrations at the greater depths.
238
-------
N>
10.0
9.0
8.0
7.0 f
6.0
5.0
4.0
3.0
2.0
1.0
E 23
E 28
E 28-
FIELD TEST LANDFILL
E WELL SERIES
pH FACTOR
1000
TIME IN
1500
DAYS from MAY
FIGURE 150
2000
10, 1968
-------
500
FIELD TEST LANDFILL
E WELL SERIES
TDS CONCENTRATION
400
300
O»
E
200
100
E 23
<£. 23
E 28
1000
TIME IN
1500
DAYS from MAY
FIGURE 151
2000
10, 1968
-------
40r
FIELD TEST LANDFILL
E WELL SERIES
IRON CONCENTRATION
30
20
I 0
E. 23
E 23
E 28
1000 1500
TIME IN DAYS from MAY 10, 1968
FIGURE 152
2000
-------
400 r
FIELD TEST LANDFILL
E WELL SERIES
Chloride CONCENTRATION
300
200
100
E 23
E 23-
E 28 •
1500
TIME IN DAYS from MAY 10, 1968
FIGURE 153
2000
-------
40r
30-
FIELD TEST LANDFILL
E WELL SERIES
Na CONCENTRATION
20
10
E 23
E 23
E 23
1000
TIME IN
1500
DAYS from MAY
FIGURE 154
2000
10 , 1968
-------
120
100 -
SO
60
40
20
-
E 23
E 25
E 28
E WELL SERIES
COO CONCENTRATION
1
ii
ii
n
n
ji
\1 i K
ILJUw
1000
TIME IN
1500
DAYS from MAY
FIGURE 155
2000
10, 1963
-------
10.0 I
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
SI 23
SI 20
SI 28
FIELD TEST LANDFILL
SI WELL SERIES
Ph FACTOR
1000
1500
2000
TIME IN DAYS from MAY 10, 1968
FIGURE 156
-------
2600 -
2400 '
2200
2000
1800
1600
1400
1200
1000
800
600
400
200
SI 23
SI 25
SI 26
1000 1500
TIME IN DAYS from MAY 10 ,
FIGURE 157
FIELD TEST LANDFILL
SI WELL SERIES
TDS CONCENTRATION
2000
1968
-------
I
1000
900
800
700 •
600
500
400
300
200
100
FIELD TEST LANDFILL
SI WELL SERIES
Iron CONCENTRATION
SI 23
SI 23
SI 28
I
I
1000
TIME IN
1500
DAYS from MAY
FIGURE 158
2000
10, 1968
-------
FIELD TEST LANDFILL
cx>
600
400
3
« 300
200
100
SI 23-
SI 25-
Sl 28-
1000
TIME IN
1500
DAYS from MAY
FIGURE 159
SI WELL SERIES
Chloride CONCENTRATION
_i
2000
10, 1968
-------
FIELD TEST LANDFILL
SI WELL SERIES
No CONCENTRATION
1500
TIME IN DAYS from MAY 10, 1968
FIGURE 160
2000
-------
FIELD TEST LANDFILL
7200
6300
5400
4500
3600
2700
1800
900
-
•
,
i
i
t
;
j
i
i
i
i
i
i
31 23
SI 25 |
31 28
• ^_J
1000 1500
TIME IN DAYS from M
, CO
1
20
AY 10, 1968
SI WELL SERIES
CONCENTRATION
FIGURE 161
-------
FIELD TEST LANDFILL
SF WELL SERIES
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
/• A A
\\ /V|
\ vf
\
\
SF 28 \ j
SF 28 t
•
•
i
1000
TIME IN DAY from
pH FACTOR
/v.
i 1
I/
v
1500 20
MAY 10, 1968
FIGURE 162
-------
FIELD TEST LANDFILL
SF WELL SERIES
TDS CONCENTRATION
2000
TIME IN DAYS from MAY
FIGURE 163
10, 1968
-------
so r
FIELD TEST LANDFILL
SF WELL SERIES
Iron CONCENTRATION
40
30
SF 25-
SF 28-
10
I
1000
TIME IN
DAYS from
FIGURE
1500
MAY
2000
10 , 1968
-------
400»
300
FIELD TEST LANDFILL
SF WELL SERIES
Chloride CONCENTRATION
'200
100
SF 23
SF 28
_L
1000
TIME IN
1500
DAYS from MAY 10 , 1968
FIGURE 165
2000
-------
N>
70
60
50
40
30
20
10
FIELD TEST LANDFILL
SF WELL SERIES
No CONCENTRATION
SF 20
SF 28
1000 1500
TIME IN DAYS from MAY 10 , 1968
FIGURE 166
2000
-------
10.0
9.0
8.0
7.0
6.0
4.0
3.0
2.0
1.0
WF 25
WF 28
FIELD TEST LANDFILL
WF WELL SERIES
pH FACTOR
1000 1500
TIME IN DAYS from MAY 10 , 1968
FIGURE 167
2000
-------
600
500
400
300
200
100
WF 23
WF 28
A
FIELD TEST LANDFILL
WF WELL SERIES
TDS CONCENTRATION
-x/
1000
TIME IN DAYS from MAY 10 1968
FIGURE 168
2000
-------
40--
FIELD TEST LANDFILL
WF WELL SERIES
Iron CONCENTRATION
30 -
9
6
CD
20-
10 -
WF
WF
28 —
aa —
I
1000 1500
TIME IN DAYS from MAY 10, 1968
FIGURE ]6S
2000
-------
400r
FIELD TEST LANDFILL
WF WELL SERIES
Chloride CONCENTRATION
300
200
100
WF 23
WF ZS
J
1000
TIME IN
DAYS from
FIGURE 170
1500
MAY 10, 1968
2000
-------
50
40
FIELD TEST LANDFILL
WF WELL SERIES
COD CONCENTRATION
30
o>
E
20
10
WF 20
WF 28-
1000
TIME IN
DAYS from
FIGURE 171
1500
MAY
2000
10 , 1968
-------
to
ON
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
Wl 23
Wl 23-
Wl 28-
FIELD TEST LANDFILL
W! WELL SERIES
pH FACTOR
1000
TIME IN
DAYS from
FIGURE 172
1500
MAY 10, 1968
2000
-------
ro
ON
ro
700
600
500
^ 400
E
300
200
100
Wl WELL SERIES
TDS CONCENTRATION
•
Wl 23 1
VJt ?fi »™»»™» ^^^^•^ X
-A _ ./ X'
Wl 28 /"
-------
40,
30
FIELD TEST LANDFILL
Wl WELL SERIES
Iron CONCENTRATION
ON
20
10
Wl 23-
Wl 20-
Wl 28-
1000
TIME IN
DAYS from
FLGURE 174
1500
MAY 10, 1968
2000
-------
300
FIELD TEST LANDFILL
Wl WELL SERIES
Chloride CONCENTRATION
tV>
200
100
Wl 23-
Wl 25-
Wl 28-
1000
TIME IN
1500
DAYS from MAY
FIGURE 175
2000
10 , 1968
-------
.ON
70 -
60 -
50
40
30
20
10
Wl 23
Wl 28
Wl 28
FIELD TEST LANDFILL
Wl WELL SERIES
No CONCENTRATION
1000 1500
TIME IN DAYS from MAY 10, 1968
FIGURE 176
2000
-------
ro
ON
ON
80r
70 •
60 -
^ 50 •
Oi
40 •
30 •
20 •
10 •
Wl 23
Wl 20
Wl 28
FIELD TEST LANDFILL
Wl WELL SERIES
COD CONCENTRATION
1000
TIME IN
2000
DAYS from
FIGURE 177
1968
-------
Total Dissolved Solids
Groundwater
400
300
IV)
O"
E
200
lOO
500
Days from
FIGURE
December
178
1000
12,1967
-------
ON
00
Total Dissolved Solids
Groundwater
500 1000
Time in Days from December 12,1967
FIGURE 179
1500
-------
500
SF23'
SF25
SF28
2 x-
Total Dissolved Solids
Groundwater
400
0\
VO
300
en
e
200
100
H 1 1 1 1 (-: 1 1 h-
500 1000
Time in Days from December 12,1967
FIGURE 180
1500
-------
400
Wl 23
WI25
WI28
4-
Total Dissolved Solids
Groundwater
300-
o>
E
200
100'
^v.;--
v
500 1000
Time in Days from December 12,1967
FIGURE 181
1500
-------
500
WF23
WF251 •
WF28 -
6-
Total Dissolved Solids
Groundwater
400
300
200
100
500 1000
Time In Days from December 12,1967
FIGURE 182
1500
-------
SECTION 5
THEORETICAL ANALYSIS OF LEACHATE POLLUTANT MOVEMENT
IN GROUND WATER
Leachate ground water interaction is controlled by a complex
system of interactions between (1) the leachate discharged
from the solid waste disposal site, (2) the ground water
system, and (3) solid matrix of the subsurface soils. Dis-
cussed in this section are relationships between travel of
leachate pollutants from a solid waste disposal site and
the major hydrologic parameters that characterize the sub-
surface water movement. Non-dimensional parameters are
used in defining the patterns of leachate pollutant migra-
tion in the ground water system and for different leachate
source patterns.
The parametric study had four (4) major objectives. These
were:
(a) To predict patterns of subsurface leachate pollutant
movement in non-dimensional form, for various hydro-
logic parameters which represent field conditions.
The resulting patterns could serve as criteria for
either site selection or evaluating the impact of a
particular leachate pollution source on a subsurface
environment.
(b) To compare theoretical leachate pollution patterns with
the results from an experimental solid waste disposal
site. This comparison had as its objective the deter-
mination of the validity of using mathematical and
computer models for making such predictions.
(c) To determine relative changes in leachate pollutant
profiles due to changes in hydrologic parameters.
(d) To evaluate the different physical and chemical me-
chanisms involved in the migration of leachate pollu-
tants from a solid waste disposal site, and to evalu-
ate the relative importance of these mechanisms.
The Mathematical Model
The mathematical model used in this study is based on
solving second-order partial differential equations which
represent the dispersion of leachate from a solid waste
disposal site into an unconfined ground water system. The
general equations which define the behavior for both the
horizontal and vertical domains can be shown to be:
2?2
-------
f\ Ci r» ^ Ci r*
— = Dx ——h Dy —~r- „ u — _ v ,— _ f (c\
9t 2^2 9x 3y W
9x 9y '
9t 2 2 9x 9z
3x 9z
These equations contain the different parameters which are
involved in the mass transport processes of simultaneous
diffusion, convection, and chemical reaction. The signifi-
cant parameters are:
(a) The Leachate Pollutant Concentration (c)
The leachate pollutant which discharges from the solid
waste disposal site can be expressed in concentrations
of anions and cations in excess of concentrations of the
corresponding ions in the background ground water condi-
tions. For this study total inorganic dissolved solids
(TDS) were selected as the indicator of the leachate
pollutant load in the ground water system. The average
value of TDS concentration at the interface between
the saturated and unsaturated zones beneath the center
of the solid waste disposal site was taken as the
reference concentration. All concentrations in the
study domain were expressed as non-dimensional ratios
of the reference TDS value.
(b) Time (t)
The concentration of the pollutants in the study domain
is a function of time, until steady-state conditions
are reached. Three time stages were considered in each
parametric study contained herein:
(i) The buildup stage: In this stage the leachate
pollutants are continuously migrating from the
bottom of the solid waste disposal site and into
the ground water system.
(ii) The steady-state stage: In this stage the flux
of the leachate pollutants which entered any
element of volume in the subsurface is equal to
the amount of the flux leaving the element.
(iii) The recovery stage: The source of leachate pollu-
tants was extinguished by some external action
(due to a dry period, shielding of the site, or
collecting the leachate).
273
-------
(c) Space Coordinates X, Y, and Z
X is taken as the major axis in the direction of ground
water flow, Y is the lateral coordinate in the horizon-
tal domain, and Z is the normal coordinate in the verti-
cal domain. All distances used in this study were non-
dimensional ratios of the length of the solid waste
disposal site in the direction of the ground water flow
(L). Incremental distances (x, y and z) used in the .
computational scheme were selected according to site
physical geometry and the conditions necessary to in,-
sure stability of the solution.
(d) The Directional Diffusion Coefficient Dx, Dy and Dz
These diffusion coefficients were found to be a function
of both the molecular diffusion coefficient and the
velocity of ground water flow. Many studies were done
on the nature and magnitude of these coefficients d''
18, 19, 20, 21)_ There is nearly unanimous agreement
that the effective-diffusion coefficient in the direc-
tion of ground water flow is nearly proportional to
the first power of the flow velocity, while the lateral
diffusion coefficient is of the same order of magnitude
of the molecular diffusion coefficient. In this study
the effective diffusion coefficients were determined
by the results obtained by application of typical
leachate to five different soil types representing
the layers in which the leachate pollutants would move.
The range of values of the effective diffusion coeffi-
cients used in this study were generated by adopting
the range of infiltration velocities and ground water
flow velocities shown in Figure 183. The lateral
diffusion coefficients were kept constant and equal
to the molecular diffusion coefficient, while both the
effective longitudinal and normal diffusion coefficients
were taken as linearly proportional to the ground water
velocity and the infiltration velocity respectively-
(e) The Chemical Reaction Coefficient (K)
The chemical reaction term that appears in the equations
was expressed as a linear function of the concentration
at each point. The chemical reaction is considered in
the adsorptive rather than the desorptive sense. In
other words, it represents the capacity of the soil
particles to remove a fraction of the leachate pollu-
tant by adsorption or exchange of ions on the soil
particles' surface. It is very difficult to determine
-------
KENNETT SQUARE HYDROLOGIC DATE FOR 1971
FIGURE 183
-------
a single value for this coefficient because it is a
complex function of the following factors:
(i) Soil's physical properties such as particle
size, shape, and gradation.
(ii) Soil's chemical properties such as base-exchange
capacity, type, and concentration of ions ad-
sorpted to the soil surface.
(iii) Leachate-ground water physical interactions.
This was considered governed by physical para-
meters such as temperature, viscosity, pressure
and rate of flow of each leachate, and the
ground water.
(iv) Leachate-soil chemical interaction. This was
considered governed by both the soil's and
leachate's chemical properties, such as popu-
lation and density of the ions present in each
media, the availability of adsorption or ex-
change sites, and the hydrogen ion concentration.
A wide range of typical values of K were selected based on
experimental determination of removal capcity by different
soils for different ions present in a leachate water system.
Discussion of Parametric Analysis for the Horizontal Domain
Numerical solutions were analyzed for different parameters
of leachate-ground water systems for a horizontal profile.
Results of this analysis are presented in Figures 184 and
191.
Time and Space Increments -
At =T = 1 day, x = h = L and y = k = L/5
Fixed Parameters -
Dx = 2.0 ft2/day (.186 m2/day, Dy = o.2 ft2/day
(.0186 m2/day), and u = 0.5 ft/day (.15 m/day)
Variable Parameters -
x = -10L to 20L, y = 0 to 6L, T = 0 to 75 days, and
K = -0.05 to 0.5 -
2?6
-------
10
20
30
40 50 60 70 80
THEORETICAL LEACHATE MIGRATION IN DIRECTION OF TIME (ST)
FLOW
FIGURE 184
-------
K Parameters -
Run 1-1, K = 0.05 day"1 Run 1-2, K = 0.1 day"
Run 1-3, K = 0.2 day-^1 Run 1-4, K = 0.3 day"
Run 1-5, K = 0.4 day'1 Run 1-6, K = 0.5 day"1
Run 1-1-1, K = 0.05 and leachate polluting source stopped
at S = 20 days.
To investigate the time necessary to achieve steady-state in
the aquifer, the leachate source was kept continuous in Runs
1-1 to 1-6. Steady-state conditions were reached after 24,
30, 35, 40, 50 and 60 time intervals for sections located at
longitudinal distances of 2L, 3L, 4L, 5L, 6L and 7L down-
stream from the center of the simulated source respectively
(Figure 184). In this study each time interval was equal to
1 day.
The buildup in concentrations for lateral sections continued
until steady-state conditions were reached after 15, 18, 22,
25 and 30 time intervals for sections located at lateral
distances of 1.2L, 1.4L, 1.6L, 1.8L and 2L away from the
center of the site respectively (Figs. 185 and 186). in both the
longitudinal and lateral migration of pollutants in the
aquifer, higher concentrations were found at closer distances
from the site and the pollution levels dropped sharply for
sections at greater distances from the center of the site,,
A horizontal leachate pollution migration profile at the
interface between the saturated and unsaturated zones is
shown in Figure 187. Concentration of the leachate pollutant
substance was taken beneath the site boundaries and was
assumed to be uniform and equal to unity. All concentrations
in the study domain were expressed as fractions of the refer-
ence concentration. Two different scales for longitudinal
and lateral directions were used to allow for reasonable
spacings between isoconcentration lines. Leachate-pollutant-
travel in the lateral direction was less than 4% of its travel
downstream. Concentrations less than 10% of the reference
concentration appeared up ground water gradient from the site,
but their movement was limited to the immediate vicinity of
the site. This was attributed to the molecular diffusion
that could cause pollutant migration in a direction opposite
to ground water velocity gradients.
Changes in the steady-state isoconcentration lines for diff-
erent values of longitudinal and lateral distances showed
that the peak concentration of leachate pollutant profiles
•shifted downstream away from the edge of the disposal site
for sections located at greater distances in the lateral
direction (Figure 188). Concentration profiles decreased
rapidly with distance from the site and approached a limit.
2?8
-------
\o
C_
C0
0.6 H
OA-l
0.2-
V = 1.2 I
0 iu iiU 30 40 50
THEORETICAL LEACHATE MIGRATION PERPENDICULAR
TO FLOW
FIGURE 185
70 GO
TIME (sr)
-------
STEADY STATE LEACHATE ISOCONCENTRATION CURVE
FIGURE 186
-------
-5L
INTERNAL LEACHATE CONCENTRATION PROFILES
FIGURE 18?
-------
oo
-o
LONGITUDINAL LEACHATE CONCENTRATION
PROFILES FOR GIVEN CHEMICAL REACTION COEFFICIENTS K
FIGURE 188
-------
Steady-state concentration profiles for increasing values
of the linear-chemical reaction coefficient (K) varvina
between 0.05 - 0.5 day^1 for a fixed lateral position of
1.2L are presented in Figure 189. Chemical reaction had a
retarding effect on the pollutants' concentration profiles:
as (K) was increased, all concentration levels were reduced,
but with a decreasing rate. The peaks of the concentration
profiles shifted back towards the center of the sites for
higher values of (K). in other words, skewness of the
concentration profiles and the travel of pollutants down-
stream were reduced. Also, for increasing lateral distances
from the site, the pollutants' concentration levels were re-
tarded as K increased. The shape of the pollution profiles
was not affected by changing the value of the chemical-
reaction coefficient.
A family of concentration curves has been developed for in-
creasing time after termination of the leaching process
(Figure 190). Recovery curves are more pronounced beneath
the site and in its immediate vicinity, while concentration
buildup is present at distances larger than 4L downstream
from the site. In both buildup and steady-state stages,
peak concentrations occurred beneath the boundaries of the
site, but in the recovery stage, the peak concentrations
shifted in the direction of flow as recovery time progressed.
It should be noted that the ground water system needed more
time to recovery from the imposed pollution load after term-
ination of the source than was required for the buildup to
the same concentration levels. This behavior is caused by
the nature of the irreversible chemical reaction and asym-
metry of the flow system. When the recovery stage had pro-
gressed for 5 time intervals, all concentrations were
dropped in both longitudinal and lateral directions (Figure
191) . Peak concentrations of the leachate pollution curves
shifted closer towards the site for points located at greater
lateral distances. This behavior is opposite to the buildup
patterns presented in Figure 187.
Discussion of Parametric Analysis for the Vertical Domain
Numerical solutions were analyzed for different parameters
of a leachate-ground water system for a vertical profile.
Results of this analysis are presented in Figures 192 and
202.
Time and Space Increments -
At = T = 1 day, x = h = L, and z = k = L/5.
283
-------
1.1 L 1.2L ' I.'3L
LATERAL LEACHATE CONCENTRATION PROFILES FOR
GIVEN CHEMICAL REACTION COEFFICIENTS K
FIGURE 189
(Z.)
-------
.00
SOURCE EXTINGUISHED
0 -I
_2L -L 0 L 2L 3'L 4L
RECOVERY PATTERN AFTER STOPPAGE OF LEACHATE INPUT
FIGURE 190
-------
00
O\
0.
-2L -L
RECOVERY PROFILES
FIGURE 191
-------
GWT
V
X
K
TWO-DIMENSIONAL SIMULATION AND SITE PARAMETERS IN THE X-I DOMAIN
FIGURE ]32
-------
Fixed Parameters -
Dx = 0.2 ft2/day, K = 0.05 day"1, and w = 0.05 ft/day.
Variable Parameters -
x = -10L to 20L, z = OL to 6L, t = 0 to 75 days
u = 0.05 to 1.0 ft/day, and dx = 0.2 to 4.0 ft2/day.
K Parameters -
Run 2-1 u = 1.0 ft/day, Dx = 4.0 ft2/day
Run 2-2 u = 0.7 ft/day, Dx = 2.8 ft2/day
Run 2-3 u = 0.5 ft/day, Dx = 2.0 ft2/day
Run 2-4 u = 0.2 ft/day, Dx = 0.8 ft2/day
Run 2-5 u = 0.1 ft/day, Dx = 0.4 ft2/day
Rum 2-6 u = 0.05 ft/day, Dx = 0.2 ft2/day
Run 2-1-1 u = 1.0 ft/day, Dx = 4.0 ft2/day
Source is stopped at S = 20.
The buildup in leachate pollution levels continued until
steady-state conditions were reached after 11, 15, 17, 20
and 25 time intervals (one time interval is equal to one
day) at longitudinal distances of 1L, 2L, 3L, 4L and 5L
away from the center of the site. In all cases leachate
pollutant concentration levels at points closer to the site
were higher leachate pollutant concentrations than levels
at points farther away. However, the separation between
successive concentration profiles decreased at greater
distances downgradient (Figure 193). In the direction of
ground water flow, the buildup in pollution levels increased
to a maximum after 12, 13, 17, 20 and 25 time increments
for depths below ground water of 0.2L, 0.4L, 0.6L, 0.8L
and l.OL. In all cases the leachate pollutant concentration
levels at shallower depths were higher than those at great-
er depths. However, distance between successive leachate
pollutant concentration curves decreased at the greater
depth (Figure 194) .
Vertical pollution profiles for an unconfined ground water
system underlying the solid waste disposal site are shown
in Figure 195. Leachate pollution concentration levels are
presented as isoconcentration profiles using a reference
concentration at the ground water table under the center of
the site. Spacings between successive leachate pollution
isoconcentration curves increased with increasing distance
from the solid waste disposal site in both the directions
of ground water flow and vertically. Two different scales
were used for the horizontal and vertical grid to control
the spacing of the isoconcentration curves. Points of
288
-------
00
VD
X = L
X =31-
X =4 L
X _.= 5L
20 30 40 50 SO
THEORETICAL LEACHATE MIGRATION
IN DIRECTION OF FLOW
70
80
TIME
FIGURE 193
-------
1.0'
0.8J
C
0.6-
0.4
0.2.
Z « 0.2 L
Z* 0.4L
7. = 0.6 L
Z = I. PL
10 20 30 40 50 GO 70 ~8
THEORETICAL VERTICAL LEACHATE MIGRATION TIME (sr)
FIGURE 194
-------
\o
STEADY STATE ISOCONCENTRATION LINES INTHE VERTICAL DOMAIN
FIGURE 195
-------
tangency of isoconcentration curves corresponding to points
of maximum concentration at any particular location, in-
creased with depth at greater distances downgradient from
the site. Isoconcentration curves of less than 0.1 of the
reference concentration occurred upgradient from the site.
However, the leachate pollutants migrated upgradient only
very small distances. Movement away from the solid waste
disposal site in the direction of ground water movement, or
in the direction of leachate movement, decreased the pollu-
tants' concentration (Figure 196). Peak concentrations on
the leachate pollutant concentration curves kept shifting
in the direction of ground water flow as the depth increased.
Leachate pollutants concentration curves at different points
of successively increasing distances in the direction of
ground water flow are shown in Figure 197. The leachate
pollutant concentrations were reduced and their peaks were
shifted to greater depths with increasing distance from the
source site. This would appear as inversions in concentra-
tion profiles downgradient from the solid waste disposal
site.
The major effect of increasing the ratio of ground water to
leachate infiltration velocity (u/w) is reduction of leachate
pollution concentration levels beneath the solid waste dis-
posal site and in its immediate vicinity. Conversely, higher
u/w ratios caused higher leachate pollutant concentration
levels at increasing distances downgradient (Figure 198).
For low u/w ratios the shapes of the concentration curves
are more symmetrical about the centerline of the solid
waste disposal site, and they approximate Gaussian normal
distribution curves. For large u/w ratios the shape of the
leachate pollutant concentration curves is more skewed in
the direction of ground water movement. This behavior pat-
tern indicates that for relatively high ground water veloci-
ties, leachate pollutant concentration levels in the vicinity
of the solid waste disposal site will be lowered, but rela-
tively higher concentrations will appear at greater distances
downstream. For the lateral directions (Figure 199) for
higher u/w ratios, pollutants-concentration profiles were
reduced at all depths.
Changes in the 0.25 isoconcentration line for different
values of the ratio of the ground water velocity to the
leachate infiltration velocity at steady-state conditions
are shown in Figure 200. For low u/w ratios, isoconcentra-
tion curves were more skewed in the direction of ground
water motion and had a flatter shape. This indicates that
for relatively high ground water velocities, pollutants
travel larger distances downstream but at shallower depths.
Peaks of isoconcentration curves were shifted vertically
292 ,.
-------
vo
-5L -3L -L L 3L 5L 7L 9L IIL
CONCENTRATION PROFILES FOR VARYING DEPTHS BELOW GROUND (X)
WATER TABLE
FIGURE 196
-------
0.4L
0.8L-
1.2 U
1.61=
2.0 b
PROFILE AT
X = 0
—i r
0.25
0 0.25 0.5 0 0.05 a I 0 0.02 0.04 0
STEADY STATE VERTICAL CONCENTRATION PROFILES AT GIVEN c«
DISTANCES DOWNSTREAM
FIGURE 197
-------
1.0
-2L -L
LONGITUDINAL CONCENTRATION PROFILES FOR VARYING £ RATIOS
w
FIGURE 198
-------
ON
0.8-
£
Go
0.6-
0.4-
0.2-
LATERAL CONCENTRATION PROFILES FOR VARYING £- RATIOS
W
FIGURE 199
-------
c =
ro
1SOCONCENTRAT10N
CURVES, C=0.25
g RATIO EFFECT ON LEACHATE MIGRATION
FIGURE 200
-------
up as the ratio of u/w was increased. This pattern suggests
that inversion points on depth-concentration curves will be
observed at shallower depths for relatively high ground water
velocities.
To study the recovery pattern of an unconfined ground water system
(Fig. 201), the leachate source was terminated after 20 time
intervals. The concentrations beneath the solid waste dis-
posal site and in its immediate vicinity dropped at a rapid
rate immediately after termination of the source and then at
a slower rate. At the same time leachate pollutant concen-
tration levels' greater distances stayed constant or decreased
at slower rates with increasing time. Further, the concen-
tration curve peaks kept shifting downstream away from the
source with increasing time. This pattern suggests that in
the recovery stage the pattern of leachate pollution concen-
tration levels is the reverse of that in the buildup stage.
This behavior would result in the appearance of higher lea-
chate pollutant concentration levels at greater distances
from the solid waste disposal site. After 5 days of recov-
ery, leachate pollutant concentration levels were lower at
greater depths with an inversion occurring above the 0.4L
depth (Figure 202). The peaks of leachate pollutant con-
centration curves moved away from the disposal site as the
depth increased. This pattern shows that at greater depths
the highest leachate pollutant concentration will appear
at further distances downstream from the solid waste dispo-
sal site.
Conclusions of the Parameter Study
(a) Steady-state conditions for leachate pollutant concen-
tration levels are reached when the leachate source
is continuous. Maximum values are reached after longer
time periods the further the distances from the solid
waste disposal site.
(b) The leachate pollutant isoconcentration curves extend
to greater distances in the direction of ground water
flow, but they extend to minor distances in both the
lateral and vertical directions. This pattern indi-
cates that for the range of parameters used in this
study, the dispersion of pollutants due to velocity
convection is the major mechanism to leachate pollu-
tant migration away from the site. The spacings be-
tween successive isoconcentration curves decreased
more rapidly at greater distances away from the solid
waste disposal site. This pattern suggests that
ground water pollution will be highest in the immediate
vicinity of the site than further away.
298
-------
ro
MD
\O
0,2
0 |s^S
-ZL
SOURCE EXTINGUISHED
GROUND WATER RECOVERY PATTERNS
FIGURE 201
5L 6L1
(X)
-------
0.20T
o
o
0.15-
0.10-
0.05
CONCENTRATION PROFILES 5 DAYS AFTER STOPPAGE OF LEACHATE
INFILTRATION INTO GROUND WATER
FIGURE 202
-------
(c) In the horizontal domain, for both the buildup and
steady-state stages, the highest concentrations were
found directly beneath the disposal site. Leachate
pollutant concentration levels decreased with increas-
ing distances downgradient from the site. In the
vertical domain, higher leachate pollutant concentra-
tions were found at locations close to the site, but
peak concentrations at different locations were found
only at the ground water table within the boundaries
of the disposal site. At vertical sections further
downgradient, leachate pollutant peak concentrations
were found at greater depths. However, the magnitude
of the peaks decreased with increasing distances. This
pattern appears as an inversion in the concentration
curves.
(d) In the recovery period, for both the horizontal and
vertical domains, the maximum leachate pollutant
concentration levels moved from under the solid waste
disposal site. The peak concentrations migrated from
the site with increasing recovery time until complete
die-off occurred. The shape of the recovery curves
results primarily from dispersion and dilution of the
existing leachate pollutants. The time of recovery
from certain leachate pollutant levels was significantly
higher than the time of buildup to the same level.
(e) The removal of leachate pollutants from the ground
water by chemical reaction with the soil and adsorption
on the soil surface is defined by the coefficient of
chemical reaction (K). As this coefficient is increased,
the whole leachate pollutant concentration curve is
reduced in both the longitudinal and lateral directions.
The shape of these curves is found to be more skewed
towards the direction of flow for lower values of K.
This indicates that low activity soils will permit a
larger amount of pollutant-travel in both directions,
while active materials such as clays will retard the
travel of pollutants and confine the high pollution
levels to the immediate vicinity of the site.
(f) Changes in the ratio of ground water flow velocities
(u/w) greatly influences the pattern of dispersion
of the leachate pollutants from a solid waste disposal
site. As u/w is increased, the vertical infiltration
of pollutants is reduced, while their travel in the
direction of flow is continuously increased. In other
words, the leachate pollutants travel at shallower
depths but migrate further distances downgradient.
Also, recovery patterns improve considerably with
301
-------
increasing u/w ratio. This observation confirms the
assumption that velocity convection is the major
mechanism in the mass transfer of leachate pollutants.
Correlation of Field Data with Theoretical Leachate
Pollution Analysis
The average values of the TDS of the E, SF, SI, WF and WI
wells have been used to evaluate the applicability of the
mathematical model developed in the previous section. Be-
cause the shallow wells all were not in the direction of
flow, a correction for lateral diffusion had to be included
(Table 32) in the two dimensional simulation study.
The two-dimensional dispersion equation was solved numeri-
cally for the boundary values representing the Kennett Square
test site with the aid of a high speed digital computer (IBM/
360). The distances were taken as non-dimensional ratios of
the landfill length in the direction of ground water flow.
Concentrations were defined in the form of non-dimensional
ratios to the concentration at a reference point located
right beneath the center of the site at the ground water
table. Typical field velocities were taken as established
previously-
A plot of theoretical and field measured concentrations is
shown in Figures 203 and 204.
The predicted TDS values for different wells at different
depths below the ground water table were generated from
the solution of the dispersion equation in the vertical
domain. These leachate pollutant concentration levels are
for a section taken at the center line of the site, and are
not corrected for lateral dispersion.
The solution of the dispersion equation in the horizontal
domain was used to generate correction factors for the
lateral dispersion in the vertical domain. The values of
the correction factors are a function of.the longitudinal
distance (x) and the lateral distance (y) for every set of
wells. These factors are found in Table 32.
There are several facts of interest with regard to differ-
ences between the theoretical curves and the experimental
data. They include:
(a) Deviations in the shape of experimental breakthrough
curves from the shapes of the theoretical curves due
to a decrease in soil permeability due to clogging
of soil voids by finer particles. Clogging has been
observed initially in soils sampled from shallower
302
-------
TABLE 32
Correction Factors for Lateral Dispersion
Effect on Vertical Concentration Profiles
Longitudinal Lateral Correction
Wells Distance Distance Factor
X Y
L L
E 0.4 1.1 0.4
SF 2.0 0.2 0.4
SI 1.3 0.0 0.8
WF 1.5 1.0 0.7
WI 1.1 0.8 0.5
303
-------
TABLE 33
Observed and Predicted TDS Values of Test
Well
E-23
E-25
E-28
E-35
SI-23
SI-25
SI-28
SI-35
SF-23
SF-25
SF-28
SF-35
WF-23
WF-25
WF-28
WF-35
WI-23
WI-25
WI-28
WI-35
Predicted
TDS Before
Correction
0.40
0.20
0.10
0.01
0.40
0.50
0.10
0.02
0.25
0.20
0.10
0.01
0.25
0.18
0.11
0.02
0.40
0.24
0.10
0.015
Correction
Factors
0.4
0.4
0.4
0.4
0.8
0.8
0.8
0.8
0.4
0.4
0.4
0.4
0.7
0.7
0.7
0.7
0.5
0.5
0.5
0.5
Predicted
TDS
0.16
0.08
0.04
0.004
0.32
0.40
0.08
0.016
0.10
0.08
0.04
0.004
0.18
0.12
0.07
0.014
0.20
0.12
0.05
0.008
Wells
Average
Measured
TDS
0.2
0.11
0.05
0.28
0.4
0.06
0.015
0.10
0.06
0.04
0.21
0.11
0.06
0.20
0.11
0.05
3014-
-------
I
I-
£
o
LU
m
o.
UJ
o
8-
121
E WELLS
O.I
0.2
THEORETICAL AND ACTUAL TDS CONCENTRATIONS
FOR WELL CLUSTERS E AND S|
FIGURE 203
305
-------
THEORETICAL AND ACTUAL TDS CONCENTRATIONS
FOR WELL CLUSTERS SF, WF, AND Wl
FIGURE 20A
306
-------
depths, and last, at soils sampled from greater depths.
Reduction of permeability in the top soils can be re-
lated to their higher content of organics and clay min-
erals which cause clogging and bridging of soil voids.
Figure 205 shows a family of theoretical breakthrough
curves calculated for different values of permeability.
When permeability decreases with time, the theoretical
breakthrough curve should follow the dotted line corres-
ponding to actual values of permeability.
(b) Good correlation between theoretical curves and experi-
mental field data was obtained under the following
conditions:
(i) All depths were references to the ground water
table.
(ii) Average field concentrations data was changed
into non-dimensional form using an average
concentration at the reference point located
beneath the center of the solid waste disposal
site and at the ground water table.
(iii) Predicted pollution curves were developed using
the two-dimensional model for the vertical do-
main including diffusion, convective dispersion
and chemical reaction in the numerical solution.
(iv) Predicted pollution profiles were adjusted using
a correction factor for lateral diffusion; this
factor was derived from theNtwo-dimensional
simulations in the horizontal domain for each
field well location.
30?
-------
o
00
0 10 20 30 40 50
CLOGGING EFFECT ON LEACHATE MIGRATION
FIGURE 205
60 70
DAYS
80
-------
REFERENCES
1. American Public Works Association, Municipal Refuse
Disposal, Chicago, Public Administration Service, 1966.
2. American Society of Civil Engineers, Sanitary Landfill,
Manuals of Engineering Practice, No. 39, New York, 1959.
3. Kaiser, E. R., "Chemical Analysis of Refuse Components",
Proc., National Incinerator Conference, New York, ASME,
pp. 84-86, 1966.
4. Fungaroli, A.A. and Steiner, R.L., "Foundation Problems
in Sanitary Landfills", (a discussion), Journal of the
Sanitary Engineering Division, ASCE, Vol. 94, No. SA4,
August, 1968.
5. Schoenberger, R. J., Characterization of Incinerator
Residue, Ph.D. Dissertation, Philadelphia, Pa., Drexel
University,1965.
6. Engineering-Science, Inc., Effects of Refuse Dumps on
Ground Water Quality, State Water Pollution Control Board,
State of California, Publication No. 24, 1961.
7. Hughes, G., Landon, R. and Farvolden, R., Hydrology of
Solid Waste Disposal Sites in Northeastern Illinois,
Urbana,Illinois,Illinois State Geological Survey, 1968.
8. Lin, Yuan, Acid and Gas Production from Sanitary Landfill,
Ph.D. Dissertation, Morgantown, West Virginia, West Vir-
ginia University,1966.
9. Merz, R. C. and Stone, R., "Gas Production in a Sanitary
Landfill", Public Works, 95(2): 84, February, 1964.
10. Merz, R. C. and Stone, R., "Sanitary Landfill Behavior
in an Aerobic Environment", Public Works, 97(1): 67, Jan-
uary, 1966.
11. Qasim, S., Chemical Characteristics of Seepage Water from
Simulated Landfills, Ph.D. Dissertation, Morgantown, West
Virginia,West Virginia University,1965.
309
-------
12. County of Los Angeles, Department of County Engineer-
ing, Development of Construction and Use Criteria for_
Sanitary Landfills, Summary of First Year Study, Los^~
Angeles, California, October, 1968.
13. Remson, I., Fungaroli, A. A., and Lawrence, A. W.,
"Water Movement in an Unsaturated Landfill", Journal
of the Sanitary Engineering Division, ASCE, Vol. 94,
No. SA2, April, 1968.
14. Fungaroli, A. A. and Steiner, R. L., "Construction of
Laboratory and Field Facilities for the Investigation
of Leaching from Sanitary Landfills", Second Mid-Atlantic
Waste Conference, Drexel University, November, 1968.
15. Fungaroli, A. A. and Steiner, R. L., "Laboratory Study
of the Behavior of a Sanitary Landfill", Journal Water
Pollution Control Federation, February, 1971.
16. Schoenberger, R. J. and Fungaroli, A. A., "Chemical
Aspects of Leachate", Proceedings of National Industrial
Solid Wastes Management Conference, Houston, Texas,
University of Houston,1970.
17. Danckwerts, P.V., "Continuous Flow Systems (Distribution
of Residence Times)", Chemical Engineering Science, v.
2, No. 1, 1953, pp. 1-13.
18. Hoopes, J. A. and Harleman, D. R. F., Waste Water Re-
charge and Dispersion in Porous Media, MIT Hydrodynamics
Laboratory, Report No. 75, 1965.
19. Garrels, R. M., Dreyer, R. M., and Howland, A. L.,
"Diffusion of Ions Through Intergranular Spaces in
Water-Saturated Rocks", Bulletin, American Geological
Society, V. 60, No. 12, December, 1949, part 1, pp.
1809-1828.
20. Ogata, A., "The Spread of a Dye Stream in an Isotropic
Granular Medium", Professional Paper 411-G, U.S. Geologi-
cal Survey, Department of the Interior, U. S. Government
Printing Office, 1964, 11 pp.
21. Rifai, M. N. E., Kaufman, W. J. and Todd, D. K., Disper-
sion Phenomena in Laminar Flow Through Porous Media,
University of California, Institute of Engineering Re-
search, Series 90, No. 3., 1956.
310
-------
APPENDIX
FIELD CAPACITY EXPERIMENT
Construction
Asbestos tension tables (Fig. A-l) were used to determine
the field capacities of the refuse. Brass was used for the
tension tables in order to reduce corrosion. A rectangular
plate 1/2 inch thick, 24 inches by 24 inches was employed.
A 1/4 inch hole was drilled through the plate to allow water
to drain into the tube. This water outlet was attached to
a rubber hose connected to a water-leveling flask which was
located 100 cm. below the top of the refuse cylinder. A
piece of screen was then placed on top of the brass plate.
An asbestos pad 1/8 inch thick was used as the tension mem-
brane. The 1/8 inch thickness was selected so that the
material would conduct water rapidly enough so that the
refuse samples rather than the asbestos, would determine
the field capacity. Tests showed that the asbestos would
not allow air entry at 200 cm., but that at a tension of
100 cm. it would pass one inch of water in ten seconds.
This was far greater than any value expected for the refuse.
To secure the asbestos to the screen and*brass plate, a brass
rectangular frame made of a 1/4 x 1/4 x 1/2 inch plate was
bolted through the asbestos and onto the brass plate as the
final step in construction.
Operation
When the asbestos was securely bolted to the brass plate, the
frame with asbestos was immersed in deaerated water to in-
sure complete saturation of the pad. A vacuum placed on the
rubber hose drew water through the asbestos pad. The hose
connection was then clamped and the membrane was uprighted
and put on its stand. Water was then applied to the membrane
and the open end of the hose was immersed in the flask or
beaker and all air was removed from the hose before the
clamp was removed. The membrane had to be kept wet at all
times to insure the tension. The flask or beaker was posi-
tioned so that there were 100 cm. from the exposed water
level in the flask to the top of the refuse.
311
-------
FIELD CAPACITY TEST
Rubber Band
Cheese Cloth
ASBESTOS TENSION TABLE FIGURE A-l
312
-------
Weighed quantities of material were then placed into the 3
inch diameter cylinders (Fig. 302) and compacted 3 inches
in height. This allowed a one inch free board to the top
of the cylinder. A piece of cheesecloth to keep the sample
positioned in the cylinder was then secured to the bottom
of the cylinder with a rubber band. These cylinders were
then immersed in water for 48 hours up to the top level of
the sample. This saturated the sample to insure even move-
ment of water from the refuse when the tension of 100 cm.
of water was added. The cylinders were then placed on the
tension table and allowed to stand for 48 hours.
The weight of the sample plus water retained was then calcu-
lated and the sample was then dried at 100°C. The dry weight
of the sample was then obtained and the water retained was
then calculated (wet weight—dry weight—weight water). The
dry density of the sample was then calculated (dry weight/
vol. of cylinder). Finally, the field capacity was calcula-
ted (weight of water/dry weight = percent moisture of
field capacity!.
Permeability Experiment
The standard constant head permeability test (Fig. A-2)
described in Lambe and Whit was used to determine the per-
meability of the milled and unmilled refuse. The only
modification required was the placing of a screen over the
refuse to hold the refuse securely in place. Without this
screen flotation of the refuse occurred and invalidated the
results.
To insure saturation, the refuse was completely saturated
before compaction in the test cylinder.
313
-------
CONSTANT HEAD PERMEABILITY TEST
__ Vocuum Line for Peoiring Water
Water >• : ....
Water
I
Overflow
77T7T7777777
LT
Valve
U
t Refuse
^ji
-porous Stone
Valve
FIGURE A-2
Graduated Cylinder
314
-------
TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing]
. REPORT NO.
EPA-600/2-79-053a
3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE
INVESTIGATION OF SANITARY LANDFILL BEHAVIOR
Volume I. Final Report
S. REPORT DATE
July 1979 (Issuing Date)
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
A.A. Fungaroli*
R. Lee Steiner*
8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Drexel University
Philadelphia, Pennsylvania
10. PROGRAM ELEMENT NO.
1DC618
19104
11. CONTRACT/GRANT NO.
Grant Nos. R800777 and
12. SPONSORING AGENCY NAME AND ADDRESS
Gin.,OH
Municipal Environmental Research Laboratory--
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati, Ohio ^5268
13. TYPE OF REPORT AND PERIOD COVERED
14. SPONSORING AGENCY CODE
EPA/600/14
15. SUPPLEMENTARY NOTEsSee also Volume II, EPA-600/2-79-053TD.
* Address at time of publication: AGES Corporation
J?r_o
215 South Broad Street, Suite.902. Philadelphia, Pennsylvania 19106
-lect Officer: Dirk Bninner (Sl^l t>8H-7ti71
16. ABSTRACT
This two-volume report provides long-term information on the release
of gaseous and liquid contaminants to the biosphere from decomposing,
landfilled, municipal solid waste. Volume I, the comprehensive final
report, presents results from a 6-year study.
The investigation included studies of leachate migration, the rela-
tionship between contaminant concentration and leachate volume, field
capacities for various sizes of milled refuse, influence of density and
depth on leachate pollutant concentrations, and the relationship of
leachate chemical components to each other and to leachate volume.
Volume II contains supplemental studies onNstabilization and leach-
ate behavior, including results from an additional year of groundwater
monitoring at the field site.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.IDENTIFIERS/OPEN ENDED TERMS
c. COSATI Field/Group
Groundwater
Leaching
Contaminants* ^
Refuse disposal
Sanitary landfills
Solid waste
Gas generation
13B
8. DISTRIBUTION STATEMENT
Release to public
19. SECURITY CLASS (ThisReport}
Unclassified
20. SECURITY CLASS (This page)
Unclassified
21. NO. OF PAGES
331
22. PRICE
EPA Form 2220-1 (Rev. 4-77)
315
U S. GOVERNMENT PRINTING OfFlCt 1979 -(, 57-060/5426
------- |