United States
Environmental Protection
Agaticy
Industrial Environmental Research
Laboratory
Cincinnati OH 45268
EPA 600 7-78-067
April 1978
Research and Devslopmerrt
Effects
of the Disposal
of Coal Waste
and Ashes
in
Interagency
Energy-Environment
Research
Development
jort
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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 INTERAGENCY ENERGY-ENVIRONMENT
RESEARCH AND DEVELOPMENT series. Reports in this series result from the
effort funded under the 17-agency Federal Energy/Environment Research and
Development Program. These studies relate to EPA's mission to protect the public
health and welfare from adverse effects of pollutants associated with energy sys-
tems. The goal of the Program is to assure the rapid development of domestic
energy supplies in an environmentally-compatible manner by providing the nec-
essary environmental data and control technology. Investigations include analy-
ses of the transport of energy-related pollutants and their health and ecological
effects; assessments of, and development of, control technologies for energy
systems; and integrated assessments of a wide range of energy-related environ-
mental issues.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.
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EPA-600/7-78-067
April 1978
EFFECTS OF THE DISPOSAL OF COAL WASTE AND ASHES IN OPEN PITS
Jacek Libicki
Central Research and Design Institute for Open-pit Mining
POLTEGOR
51-6l6 Wroclaw, Poland
Project No. 02-532-10
Project Officers
Edgar Pash
(Formerly with EPA, now with Department of Interior)
and
Stephen Wassersug
Regional Office - Region III
U. S. Environmental Protection Agency
Philadelphia, Pennsylvania 19106
INDUSTRIAL ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U. S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO U5268
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DISCLAIMER
This report has "been reviewed by the Industrial Environmental Research
Laboratory-Cincinnati, and Regional Officer of Region III, U. S. Environmental
Protection Agency, and approved for publication. Approval does not signify
that the contents necessarily reflect the views and policies of the U. S.
Environmental Protection Agency, nor does mention of trade names or commercial
products constitute endorsement or recommendation for use.
11
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FOREWORD
When energy resources are extracted, processed, converted and used, the
related pollutional impacts on our environment and even on our health often
require that new and increasingly more efficient pollution control methods be
used. The U. S. Environmental Protection Agency through its Regional Offices
and Office of Research and Development is striving to develop and demonstrate
new and improved methodologies that will meet these needs both efficiently
and economically.
The effort reported here was conducted as part of the Environmental
Protection Agency's Scientific Activities Overseas Program and was a cooper-
ative venture between Region III and the Industrial Environmental Research
Laboratory-Cincinnati. The research was conducted by Poltegor, the Main
Research and Design Center for Opencast Mining, Wroclaw, Poland.
In this report the impact on groundwater when coal refuse and power
plant ash are disposed of into inactive mine pits is ascertained. Based upon
these findings, recommendations for the disposal of these wastes into pits are
made for various hydrologic and geologic conditions.
Results of this work will be of interest to persons concerned with
groundwater pollution and in the design of coal refuse and power plant ash
disposal systems. Furthermore, it should be of interest to those persons
developing regulations for and enforcing the Clean Water,Resource Conservation
and Recovery and the Drinking Water Acts.
For further information contact Project Officer, Region III or the
Resource Extraction and Handling Division, lERL-Cincinnati.
Jack J. Schramm
Regional Director
Philadalphia, Pennsylvania
David G, Stephan
Director
Industrial Environmental Research
Laboratory-Cincinnati
iii
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SCIENTIFIC ACTIVITIES OVERSEAS
(Special Foreign Currency Program)
Scientific Activities Overseas, developed and implemented under the
Special Foreign Currency Program, are funded from excess currencies accruing
to the United States under various U. S. programs. All of the overseas
activities are designed to assist in the implementation of the broad spectrum
of EPA programs and to relate to the world-vide concern for environmental
problems. These problems are not limited by national boundaries, nor is their
impact altered by ideological and regional differences. The results of over-
seas activities contribute directly to the fund of environmental knowledge of
the U. S., of the host countries and of the world community. Scientific
activities carried out under the Program therefore offer unique opportunities
for cooperation between the U. S. and the excess foreign currency countries.
Further, the Program enables EPA to develop productive relationships between
U. S. environmental scientist and their counterparts abroad, merging scien-
tific capabilities and resources of various nations in concerted efforts
toward U. S. objectives as well as their own.
Scientific Activities Overseas not only supplement and complement the
domestic mission of EPA, but also serve to carry out the mandate of Section
102(2(E)) of the National Environmental Policy Act to "recognize the world-wide
and long-range character of environmental problems, and where consistent with
the foreign policy of the United States, lend appropriate support to initia-
tives, resolutions, and programs designed to maximize international cooperation
in anticipating and preventing a decline in the quality of mankind's world
environment".
This study has been funded from Pulbic Law U80. Excess foreign currency
money is available to the United States in local currency in a number of
countries, including Poland, as a result of a trade for U. S. commodities.
Poland has been known for its extensive mining interests, environmental con-
cern, and its trained and experienced engineers and scientists in this
important energy area.
iv
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ABSTRACT
The objective of this study was to determine the extent of ground-water
quality deterioration when coal mine solid waste (refuse) and power plant
ashes were disposed of into open pits. In addition, disposal methods were
developed and procedures for planning and designing disposal sites were
formulated. Pilot studies were conducted at two experimental disposal sites,
at which the groundwater was monitored. As backup to these tests, laboratory
studies of the physical-chemical properties of the waste, and its leachate
were conducted. Based upon the results of these studies, a full scale demon-
stration was conducted. From this work, the physical-chemical character of
the waste material and its susceptibility to leaching of particular ions in
a water environment were determined, as was the influence of precipitation
on the migration of pollutants (TDS, Cl, SOj^, Na, K, Ca, Mg, M, , PO^, CN,
phenols, Cd, Sr, Cu, Mo, and B) to the aquifer. The level of pollution of
groundwater in the vicinity of disposal sites and its dependence on local
hydrogeological conditions, and particularly on hydraulic gradients was
ascertained.
Recommendations for improved waste storage technology in order to limit
the effect on groundwater to a minimum and guidelines for designing a monitor-
ing system are presented.
This report was submitted in fulfillment of project number PR 02-532-10
between the United States Environmental Protection Agency and the Central
Research and Design Institute for Openpit Mining, POLTEGOR, 51-6l6 Wroclaw,
Rosenbergow 25, Poland.
v
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CONTENTS
Foreword iii
Scientific Activities Overseas iv
Abstract v
Figures vii
Tables xiii
Acknowledgments xiv
1. Introduction 1
2. Conclusions U
3. Recommendations 7
k. Discussion of the project problems on the basis of
world literature 27
5. Program of research work 60
6. Result of the tests on the disposal no. 1 63
7. Result of the tests on the disposal no. 2 1^9
8. Report of model tests 205
Bibliography 259
Glossary 28l
vii
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FIGURES
Number
1 Sketch of location of test disposal No. 1 ...... . 64
2 Photographs of disposal No. 1 .......... «• •• 65
3 Situation map and longitudinal section of tests dis-
posal No. 1 ......................... 67
4 Cross sections of disposal No. 1 ......... ... 68
5 Disposal No. 1. The contour map of sand thickness
and permeability ........... .. .......... 70
6 Disposal No. 1. The contour map of sand's floor. . 71
7 Disposal No. 1. Diagram of amounts of precipitation
for sampling time intervals ... ............. 76
8 Disposal No. 1. Diagram of pH reaction ....... 98
9 Disposal No. 1. Diagram of conductivity ....... 99
10 Disposal No. 1. Diagram of TDS content ....... 101
11 Disposal No. 1. Diagram of Cl content ........ 1O3
12 Disposal No. 1. Diagram of SO4 content ....... 105
13 Disposal No. 1. Diagram of Na content ....... 106
14 Disposal No. 1. Diagram of K content ........ 108
15 Disposal No. 1. Diagram of Ca Content ........ 110
16 Disposal No. 1. Diagram of Mg content ........ Ill
17 Disposal No. 1. Diagram of Al content ......... 114
18 Disposal No. 1. Diagram of CN content ........ 115
viii
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Number Page
19 Disposal No. 1. Diagram of Zn and Cu content . .
20 Disposal No. 1. Diagram of Hg and Pb content . . llg
21 Disposal No. 1. Diagram of As and Sr content . . 120
22 Disposal No. 1. Diagram of Mo and Cd content . . 121
23 Disposal No. 1. Diagram of Cr and B content . . . 123
24 Disposal No. 1. The contour map of ground-water
table, April 17, 1974 124
25 Disposed No. 1. The contour map of TDS content,
April 17, 1974 125
26 Disposal No. 1. The contour map of Cl ion, con-
tent April 17, 1974 „ 126
-2
27 Disposal No. 1. The contour map of SO. ion,
127
content April 17, 1974 . '
28 Disposal No. 1. The contour map of ground water
table, August 13, 1974 . . . 128
29 Disposal No. 1. The contour map of TDS content
August 13, 1974 129
30 Disposal No. 1. The contour map of Cl content
August 13, 1974 130
_2
31 Disposal No. 1. The contour map of SO. con-
tent, August 13, 1974 131
32 Disposal No. 1. The contour map of ground water
table, July 29, 1975 132
33 Disposal No. 1. The contour map of TDS content,
July 29, 1975 134
34 Disposal No, 1. The contour map of Cl~ ion, content
July 29, 1975 135
ix
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Number ¥a^
—2
35 Disposal No. 1. The contour map of SO , content
* 136
July 29, 1975
36 Disposed No. 1. The contour map of ground water
137
ta.ble, April 13, 1976
37 Disposal No. 1. The contour map of TDS content,
133
April 13, 1976
38 Disposal No. 1. The contour map of Cl~ ion content
1 "5Q
April 13, 1976 -1-00
-2
39 Disposal No. 1. The contour map of SO4 ion con-
tent, April 13, 1976 139
40 Disposal No. 2. The surface map of disposal and
investigated area
41 Disposal No. 2. Hydrogeological sections 155
42 Disposal No. 2. The contour map of ground water
table and forcasted directions of pollutants migra-
tion 156
43 Disposal No. 2. The contour map of saturated
aquifer thickness and permeability 157
44 Disposal No. 2. The contour map of aquifer floor 158
45 Photographs of disposal No. 2 162
46 Disposal No, 2. Diagram of amounts of gob stored
in sampling time intervals and growing amounts of
total storage 165
47 Disposal No. 2. Diagram of precipitation amounts
"1 f~\ f~\
for sampling time intervals
48 Disposal No. 2. Diagram of conductivity 176
49 Disposal No. 2. Diagram of pH 177
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Numb e r Page
50 Disposal No. 2. Diagram of TDS content ...... 178
51 Disposal No. 2. Diagram of Cl~ content ....... 179
_2
52 Disposal No. 2. Diagram of SO. content .....
53 Disposal No. 2. Diagram of Na content ....... 132
54 Disposal No. 2. Diagram of K content ....... 183
55 Disposal No. 2. Diagram of Ca content ....... 134
56 Disposal No. 2. Diagram of Mg content ....... 185
57 Disposal Noc 2. Diagram of phenols content .... 139
58 Disposal No. 2. Diagram of Al content ........ 185
59 Disposal No. 2. Diagram of CN content ........ 187
60 Disposal No. 2. Diagram of Zn content ....... 188
61 Disposal No. 2. Diagram of Cu content ....... 139
62 Disposal No. 2. Diagram of Pb content ....... 19O
63 Disposal No. 2. Diagram of Cr content ....... 191
64 Disposal No. 2. Diagram of As content ...... . 192
65 Disposal No. 2. Diagram of Sr content ....... 193
66 Disposal No. 2. Diagram of Hg content ....... 194
67 Disposal No. 2. Diagram of Cd content ....... 195
68 Disposal No. 2. Diagram of Mo content ....... 196
69 Disposal No. 2. Diagram of B content ........ 197
70 Disposal No. 2. The contour map of TDS content 193
71 Disposal No. 2. The contour map of Cl ion content 199
_2
72 Disposal No. 2. The contour map of SO
content ........................... 200
73 Scheme of ground model for first series of demon-
stration ........................... 207
xi
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Number
74 Visuality of pollutants migration for v = 0.0 cm/sec.,
3
k = 0.0412 cm/sec., Q = 0.10 cm /sec ........ 213
75 Visuality of pollutants migration for v = 0.0 cm/ sec.,
3
k = 0.00&4 cm/sec., Q = 0.14 cm /sec ........ 214
hs
76 Distribution of pollutants concentration after 5
for v = 0.0 cm/sec., k = 0.0412 cm/sec., Q =
3
= 0.10 cm /sec .................... ... 215
77 as above after 10 30' ................ t • 216
hs
78 Distribution of pollutants concentration after 5
3
v = 0.0 cm/sec., k = 0.0084 cm/sec., Q = 0.14 cm /sec. 217
79 as above after 24 .................... 218
80 Visuality of pollutants migration for v = 0.0018 cm/sec.
3
k = 0.0412 cm/sec., Q = 0.01 cm /sec ......... 219
81 Visuality of pollutants migration for v = 0.0018 cm^ec.,
3
k = 0.0412 cm/sec., Q = 0.16 cm /sec ......... 220
82 Distribution of pollutants concentration after 5 for
o
v = 0.0018 cm/sec., k = 0.0412 cm/sec., Q =0.01 cm /s 221
83 as above after 8 ..................... 222
84 Distribution of pollutants concentration after 2
for v = 0.0018 cm/s, k = 0.0412 cm/s, Q = 0.16 cm3/s 223
85 as above after 9 ... ................. 224
86 Diagram of relation between front vertical range and
time for A ^ = 0.027 G/ cm ............... 225
87 Diagram of relation of vertical migration velocity
o
and permeability for A y = 0.027 G/cm ...... 225
88 Diagram of relation between velocity of polluted
front migration and depth ................ 226
xi i
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Numbe r Page
89 Diagram of relations between vertical and -horizon-
tal dimensions of polluted zone 226
90 Diagram of relation between polluted front depth
and actual velocity of filtration for soil
hs
k = 0.0084 cm/sec., after 6 of its migration . . . 227
91 Diagram of relation between depth of polluted front
and dose of pollutant 227
92 Diagram of relation between the depth of polluted
front position and time „ 228.
93 Demonstration of pollutants migration from the dis-
posal situated above ground water table 231
94 as above-from the disposal situated below ground
water table (permeability of disposal 5 times smaler
than aquifer one) „. 231
95 as above 232
96 as above when differences of fluid densities exeeds
2.5 % 232
97 Scheme of viscous fluid Hele-Shew type model used
for demonstration 235
98 Tested scheme of disposals 239
99 Demonstration of stream of pollutants delivered
on ground water table when aquifer bottom is ho-
rizontal 242
100 Demonstration of pollutants stream filaments leaving
the disposal with permeability 5 times smaller than
the aquifer one 242
101 Demonstration of pollutants stream filaments shape
when the aquifer bottom is deformated 243
102 Scheme of EHDA model 247
xiii
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TABLES
Number
Page
6-1 Disposal No. 1. The average daily temperatures ... 72
6-2 as above continuation ................... 73
6-3 Disposal No. 1. The daily and monthly sums of pre-
cipitations ......................... 74
6-4 as above continuation
6-5 Chemical analyses of waters after stationary contact
between ash and distilled water at a voluminal ratio
i:i ............................. 82
6-6 as above for slag ...... ......... ....... 83
6-7 Results of laboratory gob leachates analyses .... 86
6-8 Comparative specification of potential danger to
ground water .... ....... ....... ...... 143
7-1 Disposal No. 2. The average daily temperatures . . . 151
7-2 Disposal No. 2. The daily and monthly sums of pre-
cipitations ......................... 152
7-3 Disposal No.- 2. The results of laboratory gob leacha-
tes analyses . ....................... 168
7-4 as above .......................... 169
7-5 as above .......................... 170
8-1 Disposal no. 2. Time of reaching particular wells
by polluted front ..................... 250
xiv
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ACKNOWLEDGEMENTS
This report was prepared on the basis of research project com-
pleted by the Central Research and Design Institute for Openpit Mi-
ning POLTEGOR, in Wroclaw, Poland. In this project support was also
given with the assistance of specialized observation stations and la-
boratories of the Meteorology and Water Management Institute. The
scientific concultations were provided by dr. Kleczkowski - professor
of Mining Academy in Krakow.
The entire research work was directed, and the report prepared
by the Principal Investigator Mr Jacek Libicki, M.Sc. Geologist.
On the part of the Environmental Protection Agency of U.S.A. the
supervision on the research project was performed by Project Officers
Mr. Edgar A. Pash of the Office of Water Program Operations, Washing-
ton B.C., and Mr. Stephan Wassersug, Director of the Enforcement Di-
vision, EPA Region III. Both the Project Officers helped and adviced
Polt egor in the course of the project performance, and provided us
with contacts of appropriate Institutions in the U.S.A. helping us learn
American experiences in the execution of similar investigations. In this
way we could better understand the needs and requirements of the
ground water environment protection in the U.S.A.
The organizational and financial help was given by Mr. Thomas
J. Lepine, the Chief of the Special Foreign Currency Program of EPA,
the funds of which supported the project expenses.
The specialists from other institutions in the U.S.A., especially
from the United States Geological Survey, Denver Research Institute,
from Desert Research Institute in Las Vegas and from the US Bureau
of Mines and State of Pennsylvania authorities consulted the project
problems' issue, and acquainted us with their research effort on simi-
liar fields.
We kindly appreciate all Institutions and Persons for their help
and advice.
xv
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SECTION 1
INTRODUCTION
A fast rate of industrial development in the world causes the
creation of large industrial - municipal agglomerations producing large
quantities of sewage, garbage and waste material of all sorts. Amongst
others in the regions where the coal mining is developed, large amo-
unts of waste materials are produced by the mines and by power
plants fired with cosl. Sometimes a high density of people on these
terrains, and the shortage of land create situations, where it is diffi-
cult to find suitable sites for the disposal of these wastes. In search
of such pla.ces, eld abejadonect open pits are often chosen for this
purpose.
However, this seemingly rational solution conceals in itself a very
serious danger; the possibility of ground waters pollution with sub-
stances leached from the disposed waste material. These substances
filtrating to the environment of ground waters may migrate for long
distances polluting large volumes of waters within the aquifers explo-
ited for drinking and for commercial purposes.
This brief description of phenomena occurring in the course of
waste storage in abandoned open pits demostrates the main problems,
to be considered, and if possible solved to enable the forecast of
eventual effects of wastes storage, and to undertake optimum decisions
in this field.
The first group of problems is the physico-chemical characteris-
tics of waste material considered particularly in the aspect of its
-------
susceptibility to dissolution in aqueous environment of some compo-
nents of the wastes, and their convection out of the disposal in a
form of solutions. Some components may be washed in a mechanical
way and carried as suspended matter, but this phenomenon has a
much more limited range and the quantity of these pollutants is quickly
reduced during filtration through a porous medium,
The second group of problems is the influence of hydrogeological
factors on the possibility of infiltration of pollutants t o t he ground
waters. To these factors belong in the first place the spacial inte-
rrelation of the waste disposal and the ground water table, and the
hydraulic characteristic of layers separating the disposal from the
aquifer. Following possibilities could be distinguished here;
- disposal separated from aquifer by impermeable layer
- disposal separated from aquifer by permeable but unsaturated layer
- disposal immersed in the aquifer.
The third group of problems is the influence of hydrogeological
factors on the possibility of pollutant migration within the aquifers.
These factors will be:
— the permeability of the aquifer
- hydraulic gradient (head of water table)
- time
- heterogeneity of geological structure (foldings, intercalations etc.).
The fourth group of problems are processes of a physical and
chemical nature occurring in the course of pollutants" migration thro-
ugh the soils, and especially:
— natural dilution of polluted liquid in the mass of pure ground water
- dispersion and diffusion
- absorption
- ion exchange between liquid and soils
- other chemical reactions.
The fifth group of problems are issues of pollutants ^durability -
this is a problem very complicated and not easily solved. The durabi-
-------
lity of pollutants should be considered in respect to:
- the type of polluting factor
- velocity of waters exchange in the aquifer, which is the balance of
waters delivered and offtaken
- spatial relation among the pollutants' sources, regions of feeding
and regions of drainage of the aquifer.
The sixth group of problems are issues connected with the met-
hods of artificial prevention of contacts from the mixing of polluted
waters with pure ground waters. Selection of adequate solutions and
methods of action should be based on technological possibilities and
economic expediency.
As can be seen from this analysis of formation and of distribution
of pollutants the storage of waste material from coal mines and from
power plants in old open-pits is an extremely complicated issue. It is a
result of many and very different factors, the number of possible var-
iants being practically unlimited.
In approaching the study of the project one should imagine the
entire complexity of the problem, and select the most critical elements.
Therefore, the provision of universal solutions is not possible.
Nonetheless it is possible to evaluate the course of phenomena and to
provide certain general and fundamental relationships, and a methodolo-
gy of planning and designing for such disposal in the decision making.
The 59 tables containing the groundvater chemical analyses
vere excluded from this edition of the report. These tables are
available to interested parties in the Office of the Principal
Investigator and Project Officer.
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SECTION 2
CONCLUSIONS
Detailed conclusions concerning particular problems are presen-
ted at the end of each section and in this place are presented in
a. general form.
1. Disposal of gob and of coal fired power plants, ashes localized
in old open pit, which may have a direct or indirect contact with
ground waters, exerts a substantial influence on the deteriora-
tion of their quality, althought does not produce conditions of
direct poison.
2. This influence is a function of very many factors, and the final
effect is a result of very many phenomena making up the whole
process.
3. The waste material under study does not constitute a homogene-
ous material with a uniform characteristic and one could separate
out from it the following:
- "dry" mining wastes (gob)
- "wet" mining wastes (from water washers, from washers using
heavy fluids, and from flotation)
slags (bottom ashes)
- fly ashes.
Each type of these wastes creates different hazards in different
conditions for the ground water' quality.
4. For an adequate planning of the waste material storage it is
necessary to have a knowledge of a physico - chemical character
-------
of the wastes determined for specific disposal and specific hy-
drogeological conditions of storage.
5. Por the determination of hydrogeological conditions of storage
the most essential thing is the reconst ract ion of a hydrodynamic
heads network, whereby for disposals being non - point sources
of pollution the most appropriate at the present time appears to
be methods of classic hydrogeology.
6. An experimental disposal of gob from coal mines (70 %) and of
fly ashes (30 %) situated directly in the roof of aquifer layer
causes a. distinct pollution of ground waters in the following
quantitative relations.
TDS increase to 10 times
Cl increase to 40 times
SO increase t o 10 times
Na increase to 100 times
K. increase t o 20 times
Ce, increase to 6 times
IVig incree.se to 2 times
NH increase to 4 times
PO. increase to 8 times
CN increase to 10 times
phenols increase to 2 times
Cd increase to 3 times
Sr increase to 5 times
Cu increase to 6 times
Mo increase to 15 times
B increase to 25 times.
It does not exert influence clearly on the change of the pH
reaction nor a clear increase in the Fe, IVIn, Al, Cr ions content,
although these were present in the waste ma.terial. A small incre-
ase was noted in the case of the Zn, Pb and Hg ions.
1 3
During 2 /2 years from the disposal of 1500 m capacity 11.5
tons of pollutants were diluted (0.78 % of its total mass) which
means about 70 % of total dissoluble components.
5
-------
7. Each ion has a different susceptibility to leaching and to migrating
in the ground waters environment.
8. In the initial phase of the investigated disposal the increase in
the pollution concentration was dependent visibly on the amounts
of precipitation, and later-on these waves of pollutions were gra-
dually superimposing themselves upon one another, and smoothing
out so that the pollution had a continuous character.
9. The main body of pollution is convected in conformity with the
main stree.m of ground waters and the lateral dispersion, as it
does not exceed a few maters. This last phenomenon in the case
of large size disposal does not appear to be the main element of
the whole phenomenon estimation. But one has to take into acco-
unt the fact, that every ion behaves differently.
10. Durability of the polluHbn by the rain-leached pollutexits con-
tained in a disposal 2.5 m thick is different for different compo-
nents. In the case of e.g. Cl ion this amounts to about 3 years;
and for some heavy metals it may exceed 10 years.
11. Por an objective estimate of e. part played by disposal in the for-
mation of the ground waters quality it is necessary to have always
comparison samples, as ground waters undergo very many influen-
ces.
12. Longer than 1 month time intervals between the sample takings
during the main period of observations create difficulties in the
interpretation of results.
13. The model tests enabled a cross - sectional demonstration of
the pollutants' propagation and the effects of some selected
fe.ct ors on the shape of the polluted stream and also the working
out of prognosis for the large disposal no. 2.
14. The possibilities exist for proper wastes storage so that their
influence exerted on ground waters could be limited to a minimum,
and there exists also technical means of artificial'insulat ion, which
can be utilized.
6
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SECTION 3
RECOMMENDATI ONS
In connection with this as described in next sections, the
disposals of the coal mines refuse and coal fired power plants ashes
stored in old, abandoned open pits may effect e. real deterioration in
the quality of ground waters (causing however no risk of direct poi-
soning). And the following proposed recommendations of procedure
are present ed.
WASTES CLASSIFICATION AND TESTING
1. The investigations clearly suggest the necessity of an effective
division of the waste material coming from the coal mines and
from coal fired power plants into sub-groups. These sub-groups
should be based upon mechanical and chemical characteristic of
leaching toxic compounds from the refuse in a water environment.
2. Coal mine refuse should be divided into dry and wet waste.
(i) The, dry waste material is coming from so called quarry ope-
rations, associated with the ripping of floor or roof,1 the con-
struction of stone drifts etc., and more rarely from dry sepa-
ration (mechanical). These wa.stes are characterized with
identical mineral and chemical composition, to the sterile
rpcks a.ccompanying the coal seams, and are usually quite
coarsely grained (gross from 10 to 200 mm). In connection
with this the pollutants leached from it are in its qualitative
aspect entirely dependent upon the chemical composition of
-------
sterile rock formations. The quantity of these pollutants
which may pass into solution is relatively small, because of
the small surface contact with the washing water (the
effect of large granulation of this refuse) and to great filtra-
tion velocity of water through this type of gob; this is taking
place particularly with cases ofdry disposals" i.e. located
above the ground water t a.ble.
(ii) Wet waste material may be coming from washers using water
or heavier fluids, and from flotation processes
- the wastes from the water washers are characterized with
a granulation from a silty fraction up to $ 80 mm fraction,
and their chemical composition is a function of both the
sterile rock and the cleaned coal. Moreover the influence
on their chemical character is dependent upon the compo-
sition of used wash water (this can be e.g. a highly mine-
ralized drainage water). The wide range of the granulation
provides conditions for both the movement of the water
through the stored material, and a large contact surface
with refuse for leaching greater quantities of components
than with dry refuse. Moreover independent of pollutants
of a chemical type, pollutants from the washed out material
may also be convected in a shape of finest grained silty
fractions (suspension)
- waste materials coming from washers using heavy fluids
are characterized by a coarser graining than waste from
water washers, (mainly being within limits of 20 - 250 mm);
their chemical composition is similar to the composition of
the accompanying the seam sterile rocks. The chemical com-
position of the heavy fluids used ha.s also a substantial
influence; particularly during the course of washing, the
components of washing medium settle on the surfa.ces of
granules, and in first succession are washed out from the
disposal. The chemical character of this fluid should be a
8
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subject of interest from the environmental point of view.
The quite coarse granulation of such refuse does not pro-
vide conditions for the leaching of large quantities of com-
ponents from them because of the relatively small conta.ct
surface of the refuse grains with the filtrating water, and
the considerable, velocity of the rain water filtration,
(specially in case of dry disposals)
- the flotation waste material is characterized with a very
fine granulation in fractions from silty to 2 mm diameter.
Their chemical composition is a function of the coal cha-
racter, its accompanying sterile formations, and also of the
chemical substances used as flotation fluids. The fine gra-
nulation of these wastes provides conditions for leaching
from them in a water environment large quantities of com-
ponents particularly in wet disposals saturated with water.
In case of dry disposals a fine granulation of this refuse
limits the possibility of the filtration of the rain water thro-
ugh the stored material and may increase the evaporation
in the disposal's water balance. The composition of the
fluid used in the flotation process may also be of substan-
tial influence on the chemical character of leachatesm
Some of the fluid's components may settle on the surface
of grains. The type of fluids used in flotation should there-
fore also be controlled in this aspect of refuse storage.
3. Waste materials from power plants fired with coal, should be di-
vided into fly ashes and slags.
(i) The ashe s are characterized by a very fine granulation com-
position and a chemical composition subject to the quality
of coal burnt in the power plants. The quantity of pollutants
which can be leached from ashes and passed into ground
water is theoretically very great, because conditions for le-
aching are provided by very fine graining, giving a large
contact area with water (by full saturation). Practically this
-------
quantity is much smaller due to the lesser permeability of
ashes, especially when disposals are situated above the
ground water table. The character of these pollutants de-
pends on the chemical character of the burnt coal.
(ii) The slags are characterized with a similar chemical compo-
sition to the ashes, but of a much coarser graining. The
quantity of pollutants which can be leached from slags and
pass into the ground water, although theoretically smaller
than in case of ashes (smaller contact area of particular
granules with the leaching water) because of their good
permeability, can in practice, be approximated. This is appli-
cable to deposits situated above the ground water t eble and
to deposits situated below as well. The character of the
pollutants depends on the type of burnt coal.
4. The threat to ground waters as posed by particular types of
waste, assuming their comparative chemical compositions under
various conditions of the storage, from the most harmful as follows:
in conditions of precipitational in conditions of full water satu-
lee.ching rat ion
1. wastes from water washer 1. wastes from water washer
2. wastes from heavy washer 2. ash
3. slags 3. flotation wastes
4. wastes of dry separation 4. wastes from heavy washer
5. fly ash 5. wastes from dry separation
6. flotation wastes 6. slags.
5. Laboratory tests of wastes with respect to their storage should
be carried out considering the conditions of storage, and the
available t ime.
6. In connection with the statement in pt 5, it would serve no purpo-
se to perform a full chemical analyses of wastes as this can
lead to erroneous conclusions, because only portion of their com-
10
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ponents can pass into free solution, and only this portion is
affecting the quality of ground waters.
7. When there is enough time and available funds for the tests per-
formance, the most adequate method is the lysimetric tests
carried out in columns of a 1 m diameters rank, and 3-4 m high.
Such tests are very long (6 months to 1 year). The proportions
of water and the wastes, should be considered at saturation when
the material is intended for storage below the ground water, to a
periodical sprinkling with intensity of a rain when the storage will
be subjected only to the filtration of precipitation water. In the
first case ground water should be, for leaching, taken from an aguifer
within which the storage is planned. In the second case the ly—
simeter may be installed out of doors, or in laboratory conditions
where distilled water could be employed. Such a course of proce-
dure is recommended owing to various dissolving properties of
different types of water.
8. Por the obtention of faster results a.n intense leaching of the
wastes can be employed in columns of 10 cm diameters and a
1 m height provided with a filtrating layer in the bottom part. One
can obtain then in the course of two weeks approximated results
giving information regarding maximal concentrations of particular com-
ponents which can pass from given waste material to ground water
in optimal conditions. In interpretation of these results, caution is
recommended as in the case of difficult soluble compounds the
time is not represented. Such time aspect in the case of ashes
can be shortened in increasing the saturation with water to the
proportion of 1:1, the result however will be approximated.
9. It is recommended that tests described in pt. 7 be performed,
before commencing the storage, and tests quoted in pt. 8 during
the course of storage for the check on variabiblity of the being
st ored mat erial.
11
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10. The physico-chemical analyses of the leachat e should take into
account all possible concerns to formulate physico-chemical para-
meters, as one cannot judge beforehand which of these compo-
nents may show to be harmful.
11. The analyses mentioned in pt. 9 should be performed with the
greatest possibly accuracy, as a possible potential threat may
pose not only the content of a given toxic component in ground
waters, but often also the secondary increased concentration in
organisms of plants or animals using these waters. And t hie se-
condary concentration may be more harmful.
DISPOSAL CLASSIFICATION
Classification and evaluation of the old open pits ' suitability for
the storage of discussed waste' materials, from the point of view of
protection of ground waters, should, be made in the aspects, of various
criteria, the proposals of which are presented below;
1. The hydrogeological criterion based on reciprocal spatial relations
of the disposal and the aquifer, for which it will constitute a po-
tential threat. Proposed here is the introduction of a following
classificat ion;
I. "Dry" disposals type (situated above the ground water table)
a) localized within reach
of impermeable layer
12
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rain
b) localized within reach
. • -. .-..ygwt
of permeable layer
II. "Wet" disposals (situated below the ground water table)
of impermeable layer
underlined with aquifer
layer with hydrostatic
thrust of ground water
table
a) localized within reach — — — ^ - ^ / V
b) localized within reach .•'.;'•• y.:. ,'\ _ /'.'•?',
of permeable layer • • . \ j ^
underlined with imper- ••'.-••• '' - • \ / • • • •
me able layer
c) localized within reach
of impermeable laye r
directly underlined
with permeable layer
with hydrostatic, thrust
of ground water table
d) localized within the ........... > r
•;.'.•: •.••-?•. .•..•.•'••.\ /,
reach of permeable •._ .: . : •• v: . \ f^.
layer . •,;'.'•/•_ •. . \ /
The disposals mentioned in pt II b, c and d could be;
13
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l) filled with water
(t he w a.st e mat erial
stored into water)
/ v
or
2) retained in dry state
through operating^
existing still from the
period of excavation
draining arrangements
(ditches, pumping sta-
tions) - the waste
material stored in dry-
open pit and then sa-
turated with water.
In the first of these two cases the pollutants pass into water
much fester, and in the second at a much slower rate although
the sum of leached out compound in a given optional time length
will be approximated.
2. Hydrcgeological criterion based on a ratio of the disposal perme-
ability to the surrounding aquifer. It is proposed here to distin-
guish the:
A - disposal with the permeability coefficient lower than the surro-
unding aquifer (should be included here as a rule disposals
of fly ashes and of flotation waste- materials)
B - disposals with permeability higher from the surrounding aquifer
(included here will be mainly disposals of dry quarry refuse)
C - disposals with permeability similar to the surrounding aquifer.
-------
3. Criterion of a protected object and proposed here to distinguish
are disposals planned in conditions when;
A - protected must be the entire aquifer
B - protected must be a determined part of the aquifer, or the
determined water intakes.
4. Criterion of interdependent position of the disposal and the pro-
tected object and to discern the following, contingencies.
A - protected object is situated in the zone of direct threat posed
by we.ters entering into direct contact with the disposal
(downstream of ground water)
B - protected object is situated in the zone of indirect influence,
where pollutants may appear either as very diluted or as a
result of dispersion
C - protected object is situated within the rea.ch of this same
a.quifer of but outside the hydrodynamic or dispersional influ-
ence ^one of disposal (upstream of the ground water flow).
5. Criterion of the degree of ground waiters protection and proposed
here is to distinguish:
1-st degree, a total protection, when the ground water remain
under total protection and their quality cannot be subject to
any changes,
2-nd degree - partial protection - when this is based on prevention
to exceed certain permissible values, or on protection of
water against increase in content of only determined compo-
nents (i.e. Cl, SO , heavy metals),
3-rd degree - when a. given aquifer is not subject to a special pro-
tection.
15
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DISPOSALS PLANNING AND DESIGNING
!„ Planning the storage of the coal rrining refuse and of coal fired
power plants'ashes in an old open pit should be preceded by:
a - exact knowledge of the gob and ashes character (in the
aspect of their eventual influence on ground waters ba.sed on
tests quoted above and their quantity provided for storage in
a given t ime
b - accurate recognition of the hydrogeological conditions in which
is situated the open pit planned for storage
c - determinations regarding what part of the aquifer and to what
extent the water should be subject to protection.
2. The survey of hydrogeological conditions should comprise;
- spatial parameters (of thickness, spreading and hydraulic relations
with others) of the aquifer entering into conte.ct with the dispo-
sal
- parameters of permeability (especially coefficients of permeability
and of specific yield)
- distribution of a hydrodynamic network of the ground water hy-
drostatic heads
- exact knowledge of the original ground waters chemical character
- lithology of aquifer.
3. Dimensional parameters of investigated aquifer should be surveyed
by me ans of;
- drilling wells (existing from the period of the deposit exploitation,
or specially designed for this purpose)
- geophysical investigations (where possible)
- analysis of general geological informations.
16
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4. Parameters of permeability should be determined using standard
field tests (e.g. tested pumping, or water forcing in especially in
the zone of aeration) or laboratory tests (bleeding in filtration
columns, granulomet ric analyses).
5. Reproduction of the hydrodynamic net should be performed on the
base of surveys of the ground weter table in bore holes, or where
possible by means of remote sensing geophysical methods. The
thermistor or tracer methods are not recommended as in case of
large size objects and non - point pollutions these are here less
adequate than in the case of particular wells. The following model
verification of hydrodynamic network is recommended, as there are
quite considerable possibilities of its better adaptation to real
conditions. This can be obtained using digital or physical modelling
methods (e.g. EHDA). The representation of the hydrodynamic net
of the disposal region is the most important element of determina-
tion of its eventual influence and should be made with the greatest
accuracy.
6. The chemistry of we.ter of a considered a.quifer should be deter-
mined by means of analyses of ground wat er, sampled several
times from the places specified on the basis of the mentioned
above investigation, at 2-3 months intervals. This is necessary,
due to frequent, e.g. seasonal or caused by other fa.ctors, changes
in ground water quality (especially in urbanized areas). This phe-
nomenon was observed during presented research.
7. Knowledge of lithology of the aquifer formations is necessary for
the evaluation of the phenomena of absorption and ion exchange,
that can take place between the pollutants and the rock (soil)
skeleton.
8. The assignment of parts of aquifer and the extent to which such
parts are to be protected should be made taking into account not
only acutal situation, but also future plans of their utilization, be-
cause the influence of the disposal may persist even for scores
of years, ^7
-------
9. Having data presented above, it is possible to prepare a forecast
of influence of the wastes storage in an old open pit on the whole
or on a select ed part of the aquifer under consideration. Such a
prognosis may be of qualitative or quantitative charact er, bot h in
the aspect of time and the degree of deterioration of the water
quality. The forcast may be prepared either with application of
computer methods, or a physical analogy or a descriptive compu-
tation method. One should realize clearly, that so far there are no
all - purpose programs, which would afford a, formulation of all phe-
nomena,in a three dimensional system, in the aspect of time consi-
dering different behaviour of various ions, and also phenomena
occurring in the unsaturated zone. One can make however appro-
ximated forecasts enabling proper decisions undertaking. It is po-
ssible to obtain more accurate results when the forcast concerns
one pollutant only, e.g. chlorides, or molybdenum, and not all the
pollut ing component s.
10. Next to forcast the recommendations concerning the method of
storage and of eventual prevention means should follow.
11. Por particular types of disposals and for various kinds of stored
wastes one does see solutions of such storage method, where the
influence on ground waters either could be eliminated, or limited,
or where could be introduced adequate protection means. And so:
(i) In open pits of the I-a type the discussed wastes can be
stored without any greater limitations.
( ii) In open pits of the I-b type cannot be st oredi wit hout a risk,
coarse type wastes (such as slags, gob washed by heavy
fluid or from water washers or a dry rock when this contains
soluble, polluting components).
However ashes can be stored or flotation silts with such a
shaping surface morphology and such surface reclamation as
to increase maximally the superficial run-off of rain water and
the evaporation, and to decrease to minimum the leaching of
18
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precipit at ional water. In case of coarse wastes it is reco-
mmended to cover their surface with impermeable material
(e.g. clay layer), making impossible infiltration of precipita-
tion into the disposal interior. When mixed wastes is planned
to store, it is recommended to place coarse wastes on the
bottom and a. weakly permeable material on the top. Though
the recommendations as proposed for the weakly permeable
wastes should be preserved. The above preventive methods
may be satisfactory only when the storage is forrred as a
single horizon and where immediately the shaping of the sur-
face and reclamation in its final profile is possible. It is esti-
mated, that the above methods of operation should diminish
the quantity of leaching pollutants to the ground waters by
some 80 %. When the open pit has to be filled with wastes
successively to several levels, then this method is not appli-
cable and one should employ a temporary surface sealing-off
with a, plastic sheeting, or total sealing of the bowl of the
open pit.
Relevant decisions should also depend on the required degree
of the ground water protection and on spatial relations of
the disposal to the protected object.
(iii) In the open pit of the Il-a type one may store waste material
without any greater limitations.
(iv) In open pits of the Il-b type the storage of any kind of
waste material must lead to a deterioration in quality of the
ground waters. This pollution will be smaller, when a smaller
amount of waters will flow through the disposal. Therefore it
will be smaller the smaller is the disposal permeability to
compare with permeability of the surrounding aquifer. In this
type of disposals, the pollutants will flow through the whole
thickness of the aquifer, therefore in such disposals the dis-
cussed wastes can be stored only when the degree of requ-
ired protection will be of the 2-nd or the 3-rd rank, and
19
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when the forcast is showing that the permitted pollution in
a. given point are not expected to be exceeded. When the
1-st degree of the water protection is required, or when a
threat occurs of the permitted pollution level to be exceeded,
then it is necessary to employ prevention means, which can
be;
- vertical, sealing diaphragm, completed in depth to the imper-
meable layer made by a. digging and filling with impervious
material or by grouting method,
- protection of slopes with impermeable pla.stic sheeting, or
sprinkling with substances, which when coagulated set an
impermeable layer (this bonding is possible only then when
the disposal bowl in the course of storage is not filled with
water),
- ba.rrier of wells pumping water ba.ck to within the reach
of the disposal.
The selection of means should be be,sed on economic criteria.
(v) In the open pits of the H-c type one can store all kinds of
discussed wastes when the degree of the water protection is
of the 2-nd or 3-rd degree. Due to the balanced hydrostatic
head and no factor from the pure and polluted waters den-
sity difference, there will be no large scale migration of
pollutants in vertical. Such migration will take pla.ce only on
a rather small scale and only in the effect dispersion. Within
the aquifer these pollutants will occur exclusively in its upper-
most part. Should a total disposal insulation from ground
waters be considered, then the most appropriate solution
could be a clay sealing of the disposal bottom, through spre-
ading on the water surface of corresponding quantities of
clay, which sinking would form impermeable layer, which is
resisteont to a mechanical impact of stored material. When the
insulation treatment were to be made on a dry disposal then
20
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an impermeable sheeting or sprinkling with a. sealing substan-
ce could be used. This treatment however would be very di-
fficult as the removal of draining arrangements could cause
the pressure of floor water to rise end to damage the insu-
lating layer.
(vi) In the open pits of the H-d type the storage of considered
wastes will always lead to pollution of ground water. In case
of the 1-st degree protection of the ground water, the disposal
trust always be insulated.no matter what type of waste is
stored. Such an insulation may have a static character (se-
aling the floor and the slopes with impermeable sheeting or
through sprinkling with substances setting the surface layer),
or a dynamic character (in a form of a barrier of wells ba-
rring the contact of polluted and pure waters). When in the
course of sealing the open pit will get filled with water, then
there is no possibility of using the sheeting or sprinkling
and only clay sealing may be employed. With requirement of
the 2-nd degree of the ground water protection and when
there is available waste material that is partly less and partly
more permeable it should be stored selectively. The material
weakly permeable (e.g. ash or flotation silt) placed close to
the slopes and the floor of the disposal and the coarse ma-
terial in the disposal interior. Then the permeability of the
disposal will be limited by permeability of its outer layer, and
this in effect will let a much smaller quantity of pure waters
get into contact with the disposal. Moreover in this situation
the pollutants as a result of ground water round flow, will
have a tendency to concentrate in the uppermost section of
the aquifer, and in a narrow belt of the horizontal dispersion.
12. Considering the planned disposal site to the protected part of
aquifer this can be said:
- when the protected part is situated upstream of the ground
waters flow then a few dozen meters as protection zone suffices,
21
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as the dispersion influence will not exceed this limit,
- when the protected part is situated in the zone of indirect influ-
ence of the disposal, then such disposal can be planned without
a protection in the case of the 2-nd degree protection require-
ment, but this is not allowed when the 1-st degree of protection
is required,
- when the protected part is located in the zone of direct influ-
ence of the disposal i.e. downstream, then this disposal planning
cannot be entertained without providing protection, unless an
appropriate forcast will indicate that this is permissible.
DESIGNINGS THE MONITORING WELLS AND THE CONTROL PERFOR-
MANCES
1. Monitoring of the considered waste material disposals' influence
on the ground water quality can be performed so far only through
a water sampling and analyses of sampled waters from monitoring
wells, or shallow probes and, where possible from natural springs.
There are so far no remote sensing methods which would enable
measurements of the ground waters quality without a direct access
to them. However some simple measurments could be made autho-
matically in the wells (e.g. temperature, conductivity).
2. In dependence on local geological conditions and on requirements
of the scope of inspection, the monitoring wells can be one, two,
or three -horizontal for separate aquifers. When within a drilled
well is installed more than one pipe then is required a total in-
sulation of particular aquifers.
3. When a necessity arises (e.g. in case of aquifer of great thickness)
to determine the contents of pollutants in vertical zones, then a
single pipe monitoring well suffices, for the zonal sampling.
4. When disposal is built as wholly insulated from the aquifer, the
monitoring system should only control the disposal's tightness.
Then wells should be spaced along its circumference. The wells'
22
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distance from the disposal verge should be of about 20 m upstream,
30 m in the intermediate zone and 60 m downstream the ground
waters. The spacings between the wells should be smaller dows-
stream, greater in the intermediate zone and greater ground water
upstream. The respective numerical values can here be e.g. as
1:3:5. Localization of particular wells should be based on the ana-
lysis of effected sealing and on the hydrodynamic water heads'
dist ribut ion,
5. For the disposals which can be expected to influence the ground
water quality the monitoring wells should be localized taking into
account two basic hydrogeological criteria:
- the hydrodynamic water heads' network
- the spatial structure of the aquifer and its transmissivity,
and also the reciprocal spatial relationship of the disposal and
the protected zone.
When the entire aquifer is to be inspected then only few wells
ought to be localized in the indirect zone. Whereas, ground water
downstream consecutive wells should be placed at distances gra-
dually increasing, e.g.:
1-st well 100 m
2-nd well 300 m
3-rd well 700 m
4-th well 1500 m.
The wells in this direction should be localized along the line of
a stream with the greatest hydraulic dipping or when such a need
arises within an area encompassed by extremal streams of the
ground waters that could get into contact with the disposal.
When a subject of control should only be a determined part of
the aquifer, then the monitoring wells can only be localized along
one or two lines between the disposal and its protected part.
Distances between wells can be similar as on given above example.
23
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6. The monitoring wells should be drilled with a dry method, or a
method of a water washing. Inadmissible is drilling with the appli-
cation of other fluid washings, which may lead to a colmatation
of the zone near to the well and give entirely erroneous conclu-
sions. Por, a phenomenon may take place, where the ground water
flows round the zone of the well, hindering thus the exchange of
water between the well and the surrounding aquifer. Recommended
filter diameter is from 4 to 6 inches.
7. In the course of drilling the lithological log of all drilled layers
should be determined accurately. Also the well levelling, the leve-
lling of stabilized ground water table, and then the tests to de-
termine the permeability and the specific yield of all tested aquifer
layers should be executed.
8, The water sampling from monitoring wells should be effected after
a previous removal from the well of a quantity of water corres-
ponding in approximation to a 2 - fold volume of well. More intense
removal of water from the well can change the natural regime of
flow, whereas not removing the water may cause, that the sampled
water was too long in contact with air or with the well casing.
The samples may be collected by way of pumping or of a manual
scooping.
9, Por the investigations of unsaturated zone, also of compacted
rock material characterized with very fine pores, one may use
(only in the course of drilling) soil or rock material samples taken
for centrifuging to obtain water micro-samples.
10. Taking water samples, their transportation, preservation, fixing,
and the method of analyses performance should confrom to the
obligating standards.
11. The water sampling connected with measurements of the water
table position should be carried out with frequency of at least;
- disposals of the I (dry) type, once a month
- disposals of the II (wet) type, every 3 months.
24
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12. For the disposals of I type, full analyses of waters should be
made every 3 months (around 40 designations) and the remaining
analyses treated as shortened (about 15-18 designations speci-
fied on the basis of filtrate analysis acquired in laboratory con-
ditions), or according to standards, when such do exist.
13. Owing to frequency, particularly in developed regions, of signifi-
cant fluctuations in quality of ground water from various activities
(e.g. fertilization, dust emission) it is essential to possess refe-
rence data, which can be:
- for the entire aquifer, a minimum of one year cycle of the gro-
und waters' analyses' results before storage
- in considering one part of the aquifer, the results of analyses
from such a part, that does not undergo the influence of the
disposal.
14. The test results should be periodically (minimum once at year)
tabulated and discussed, to draw conclusions and to propose
respective recommendations.
FURTHER RESEARCH
1. The recommendations regarding further studies should be divided
into three groups:
- investigations with the object to clarify the character of certain
phenomena, so far insufficiently investigated,
- investigations regarding the implementation of better methods
of forcast elaboration,
- observations of practical influence of the discussed wastes on
the ground water's pollution on a larger number of disposals
in order to acquire empirical and statistical data.
2. The studies on the clarification of phenomena insufficiently well
known should comprise;
25
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- investigations of the water balance of disposals (surface run-off,
evapotranspiration8 and underground run-off) for different types
of waste materials and in various climatic conditions, in order
to specify the quantity of precipitation waters leaching through
the disposal,
- investigations of the flow of pollutants through the zone of
aeration,
- investigations of the processes of sorption and ion exchange,
- investigations of vertical dispersion in porous media,
3. Investigations of improvement of forecast methods should compris.e;
- elaboration of methods of the ground water table recognition
without necessity of drilling monitoring wells,
- preparation of mathematical methods of modelling all phenomena
affecting the pollutant migration through porous and fissured
media,
- preparation for the above methods of accomodating programs
easy to modify and to check, taking into account differences in
the phenomenon course for various ions.
4. Investigations of a practical course of the phenomena should be
based on the assignment of about 10 disposals of coal mining
refuse and coal fired plants ashes, situated in various hydroge-
ological and climatic conditions and their inclusion into systema-
tic, long term observations. The observations should begin before
a commenced storage, and last for at least 5 years.
Prepared beforehand for these disposals should be qualitative and
quantitative forecasts of their influence on ground water quality.
These prognoses should be currently compared with actual re-
sults and correspondingly verified. On such disposals should also
be performed investigations mentioned in pts. 2 and 3. The met-
hod of the investigations performance on all t en disposals should
be coordinated by one and the same person, and the results
periodically compared.
26
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SECTION 4
DISCUSSION OP THE PROJECT PROBLEMS
ON THE BASIS OP WORLD LITERATURE
METHODOLOGY OP THE LITERATURE COMPARISON, AND GENERAL
DISCUSSION
To undertakie the project planning for both the field and labora-
tory research, and then determine their scope and methodology, the
work began with gathering and analysing the literature connected with
the subject matter. The object was to avoid work, which was already
performed, and not to look for solutions which were already solved.
Also there was the wish, to use all eventual experiences accomplis-
hed during other research work and other projects, as well as indica-
tie for further research those issues which had not been investigated
as yet.
Around 140 papers were gathered, containing the basic compen-
dium of knowledge connected with the propagation in an environment
of ground waters of pollutants derived from wastes disposals. Por a
list of this literature see section No. 9. The specification of bibliogra-
phy was prepared in alphabetical order including a berief review allo-
wing the user to determine the appropriate position. This characteris-
tic concerns:
Language in which a given position is available.
Type of paper - classification of references was made as follows.
27
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l) general - the significance of the issues, the state of the orga-
nization, and its management in particular countries,
2) theoretical - the theory of physical and chemical processes ta.king
place in connection with movement of miscible liquids in porous
media (i.e. problems of convection, diffusion, dispersion, absorption,
ions exchange etc.),
3) methodical - the manner of field work performance, field and labo-
ratory tests and also computation methods (i.e. the way of drilings'
execution and observations' performance, sample taking, their pre-
servation, transportation, employment of analytical methods, also
the ways of modelling etc.),
4) regional - a description of actual cases, which happened at a
given time and place, and "which are giving cert ain conclusions
of a general nature, presenting an instructive case for the specia-
lists engaged on similar problems.
Some of the papers were included into two groups, due to the contained
elements e.g. the regional and methodical, or theoretical and methodical.
Application - due to progressive specialization, not only from par-
ticular persons, but also from particular organized groups and even of
entire institutions, the usefulness of numerous papers is limited to
narrow objectives. Various papers concerning the problem may have
various "addressees". From this point of view a classification of lit era.-
ture was made, that may find application for the:
l) General knowledge of issues, and addressed to persons engaged
in the field of administration, management, determination of direc-
tions of activity and general supervision.
2) Scientific research concerning narrow and detailed problems that
can find application by institutes conducting scientific - research
on particular aspects of a problem.
28
-------
3) Planning and design works connected -with the selection of sites
for waste disposals, determination of technology and conditions
of storage - with designs for the field tests and the monitoring
systems.
4) Construction works connected with technical details, i.e. methods
of storage, execution of monitoring wells, sampling etc. Part of
the reviews can find application in various types of operations,
and such papers are provided with two index numbers. E.g. some
papers may, owing to their content, find application in both the
design and execution works, or in scientific research and desig-
ning.
Evaluation of usefulness - the reviews of the literature were pre-
pared for various requirements describing very different problems, which
in different ways impact the subject matter of this project. Therefore
the usefulness varies. Amongst the analysed papers three groups were
dist inguished;
l) The very important ones - which contain fundamental data, indi-
spensable for understanding the problem, and the knowledge of
which is a condition for work on the selected problem.
2) Useful - which contain a useful material affording a better under-
standing within the framework of a selected problem.
3) Partly useful, in which particular fragments contain material of
contributing character, in which one may find analogy to the
problems under study.
Substantial analysis of the state of knowledge in the fields con-
nected with the project will be discussed in the next part of the re-
port. However the following may be stated:
1) The summary of world literature indicates that no one was con-
ducting identical research to this project. The majority of papers
deal with different types of waste, mostly municipal, industrial
agricultural etc.
29
-------
2) Almost all analysed papers discuss one aspect to the issue: par-
ticular papers concern e.g. the chemical processes occuring du-
ring storage of particular wastes, the phenomena of diffusion or
dispersion, the water balance of the waste disposals, processes
taking place on the front of fluids mixing, mathematical modelling
et c.
No one paper contains a complex presentation of all problems,
connected with waste disposal and influence on the ground waters,
with consideration for all factors causing the phenomena.
3) Countries, in which most attention is devoted to the problems of
this type of wast es'influence on the ground waters, and in which
the research work on these issues is most advanced are; the
U.S.A., Prance, West Gerrrany, Poland, England, Soviet Union.
CHEMICAL CHARACTERISTICS OP COAL MINING' AND POWER -
PLANTS' WASTES
Studies of the chemistry of the wastes were carried out on var-
ious types of waste material in very many countries.
Two groups of problems can be distinguished here:
The first group compose problems of methodology for conducting these
invest igat ions.
The second group is the chemical characterization of particular kinds
of waste material.
As far as the first group of problems is concerned, employment of met-
hods of standard chemical analysis are used. However, the methods
of acquisition of the analytical material are different. Apart from the
normal analysis of the tested solid substances, also employed are
various types of arrangements used to obtain of leachates from waste
material. Various filtration columns are used from the diameter 4 cm
and length about 30 cm, through the medium ones with diameters of
an order 10-20 cm, and lengths from 80 cm to 1,5 m, t o the very lar-
ge columns with diameters to 1 m and lengths t o 5 m. The last ones
serve to test the chemistry of waste leachates in conditions appro-
30
-------
ximated to natural. Containers are also used for the tests on a semi-
technical scale with dimensions of 2m x 2m x 2m filled with various
thickness'layer of tested wastes. In the majority of the described ca-
ses the columns or containers are filled exclusively with the waste
material without any other added materials, imitating the layer under-
laying th^ disposal of the investigated material. The already existing
disposals are also being used to investigate the chemistry of the le-
achates. In these cases the samples were taken from pits or trenches
specially constructed for this purpose.
Material placed in the columns or containers was washed with
water, or in an artifical way (obtained through sprinkling), or exposed
to the influence of natural atmospheric conditions. This last method is
employed in cases of large tanks with waste material.
The methodology of washing the waste material with water is used
in two main quantitative variants.
In the first case the washing process is carried out either with
an amount of water reflected by the permeability of the washed refuse,
or according to programmed time of contact of this refuse with the le-
aching water. Then in leachat es is acquired the maximum concentration
of pollutants possible in optimum washing conditions, and the results
can be achieved in a comparatively short time.
In the second case the sprinkling of refuse is employed with a
limited quantity of water, corresponding e.g. to the amount of expected
precipitation. The investigations of this type are long lasting (the
results are achieved after 3-6 months'time), but the results quantita-
tively may be more close to the actual ones as expected in nature;
although also here their deformation can be significant (due to dimen-
sional differences). In such conditions, especially when the performed
investigations comprise the acquisition of leachates from an unsatura-
ted zone, (e.g. the underlining of the waste disposal), lysimetric equip-
ment is being used for sampling.
31
-------
The second group of problems is the chemical character of par-
ticular types of waste material. Leaving out initially the discussion of
other types of wastes different from the ones being the subject matter
of the project, i.e. the of coal mining refuse (gob) and coal - fired
power plants ashes, one may say that even this group is showing
significant qualitative and quantitative diversification. These differences
ensue from different geological conditions of the formation of the coal
deposits, finding their reflection in different mineralogical and chemical
composition, both of coal and of accompanying sterile rocks. One de-
posit may typify coal and sterile containing large admixtures of sulp-
hur compounds, the other a significant content of chlorides. The quan-
tities of occurring heavy metals may also be different. Therefore a
detailed analysis of literature on this topic indicates, that for the ma-
ny exploited deposits there are many types of refuse which from the
chemical point of view can occur in the practice of their storage. The-
se differences, sometimes very great, influence in practice only one
group of factors stipulating the course of the considered phenomena,
namely the reactions taking place during leaching of disposal and bet-
ween the leachates and the natural ground water, or with the soil
skeleton of the medium through which they migrate. However one is
quite sure that the waters in contact with ashes coming from the coal
fired power plants and also with wastes coming from the dry and wet
separation of the coal are always polluted. The presentation here of
detailed numerical values, is not valuable as these are too diversified
to be of use as a practical information. One can mention though, that
the natural water contacting the above mentioned wastes may indicate
an increase in the content of particular basic components as below:
TDS - up to 150 times
Chlorides - up to 200 times
Sulphates - up to 100 times
Light metals - up to 1OO times (sodium up to 200 times)
Heavy metals - up to 250 times
32
-------
MIGRATION OP POLLUTANTS THROUGH A ZONE OP AERATION
In the case of the disposal situated above the ground water t eJole,
the washed pollutants are passing first through the zone of aeration.
Investigations of hydraulic phenomena occurring in this zone are a. new
dorr
-------
These factors largely depend on climatic changes, which additionally
complicate the whole process.
However, lets consider some cf these for their influence on the co-
urse of the phenomenon.
In the zone of aeration there can be distinguished three sub-zones:
- the upper zone, in which a dominating phenomenon is the evapora-
tion
- the intermediate zone
- the boundary zone, where the capillary rise te.kes place.
In these zones one can distinguish the following states of the soil
moisture:
- structural state, in which the liquid particles are chemically bon-
ded, and cannot be removed without changing the character of the
solid ste.te
- absorption state, where water linked with the molecular forces
occuring among the particles of wa,ter and the solid
- funicular state, in which the interfa.cial spacesare filled with water
irregularly
- capillary state, where all spaces of pores of capillary sizes are
filled with water.
Depending upon local conditions, the vertical reach of particular
phases of wetting can be different and may lie in very wide ranges,
that create also very variable conditions for the hcrizonte.1 flow in the
zone of aeration. Apart from the factors characterizing the medium,
the vertical reach of particular phases is influenced by the fact whet-
her the ground water table is rising (the capillary zone is lower), or
whether is drawing down (the capillary zone is higher).
The influence of temperatures is a factor less important, and
therefore will not be discussed.
34
-------
Important factor are the physical and chemical properties of the
porous medium. Apart from the basic features, which are the porosity
and the dimensions of pores, (possible to determine in categories of
quantitative description), also important is the shape of particular
grains of soil and their surfa.ces ' roughness. Por the last two values
there is a lack of method for their computations, and an application
of analogy with the capillaries leads to oversimplification. Also a qua-
alitative determination of a. so variable parameter, as is the chemical
character of medium, is practically not yet possible. No less essential
factors influencing the flow in the unsaturated zone are the physico-
-chemical characteristics of the liquid. And so, e.g. saline water hes
a higher surfa.ce tension, than pure water (although the differences are
not great), and moreover the phenomena differently operate on the con-
tact line between the liquid phase and the gaseous phase in a, saline
medium. In such conditions the salt accumulates in the upper zone of
the contact.
As appears from the above short description of the phenomena
a.ccompanying the flow of polluted wa.ter through unsaturated zone,
these occurrences are extremely complicated and conditioned by great
quantity of factors variable in time. A description of these fa.ct ors and
their quantitative interdependence is to the end practically impossible,
although attempts to find basic dependences are being made (SteJlman
1970). These problems however are not the subject matter of this
project v/ork, and although do affect the course of the phenomena un-
der study, they are only indicated here. Due to the na.ture of the pro-
ject these problems will be included in final results without ma.king
their quantitative separation. Their presentation will be useful because
they also do influence the investigated final effect.
These phenomena were also confirmed by ground model research
conducted under this project, and discussed in the section 8.
35
-------
THE PLOW OP POLLUTANTS WITHIN THE AQUIFER
The waters polluted in conta.ct with a disposed waste material
flow into the equifer directly when the disposal is placed below the
ground water table, or indirectly through the zone of aeration when
the bcttorr of the disposal is positioned above the ground water tetble.
Prom this moment the course of migration, starts to be influenced
by quite different physical and chemical factors.
Among the physical fact ors two basic groups can be distinguished:
- one group are factors of a hydrogeological nature, such as perme-
ability of the aquifer, hydraulic gradient, structural geological forms
etc;
- second group make factors such as the dispersion and diffusion.
Both these groups are interrelated however, and the final effect
is their common resultant.
In the case study the polluted waters and the natural ground
waters are wholly miscible, so the understanding of phenomenon of
displacement of the miscible fluids in the porous medium is necessary
for the comprehension of the entire problem.
First investigations of the displacement of miscible liquids in a
porous medium were conducted by Slicht er in 1905, who was injecting
salt solution in to a well and then observed the time of its appearan-
ce in a neighbouring observation well.
After a longer break similiar tests undertook Scheidegger in 1954
but on a much larger scale. The tests have shown that mixing of two
miscible liquids in a porous medium depends on the rate and distribu-
tion of the stream velocity in this medium and on the geometry of its
pores. This mixing however was much more intense than could be
credited to a molecular diffusion and was termed by him as dispersion.
36
-------
Scheidegger proposed a. description of the dispersion process in a
formula of convection - diffusion in which the coefficient of dispersion
substitutes the standard coefficient of diffusion. In the first papers
concerning this problem a coefficient of dispersion was used in a sca-
lar form. Following this de Jong (l958) introduced separate concep-
tions of the coefficients of lateral and longitudinal dispersion, and
Bear (l96l) proposed the use of dispersion coefficient as a symmetric
tensor of the second rank a.cquired from the contraction of the fourth
rank tensor, which is the function of flow. The further stage of the
study of this phenomenon was a conversion made by Shamir and
Harleman (±966) of a. Cartesian form of the convection - dispersion
formula, in an equipot ent iaJ. system of coordinates (being a function of
stream). Numerical representation of the dispersion in ground waters
was given by Redell and Sunada (l970).
All the reviewed resea,rch can be divided into 4 groupd, descri-
bed as fellows.
Theoretical studies
These studies were oriented to the explanation of the fundamentals
of the dispersion phenomenon. They attempted to define the dispersion
coefficient in relation to the chara,ct eristics of a porous medium, to
the filtrating liquid and to the velocity of flow. Lets take for example
a simple case. To a column containing a saturated porous medium
was axially injected a portion of polluting solution of a dye. The cen-
ter of this portion moves along the axis of the column (r — o) with
an average velocity V_. With time t the sizes of this pollution begin
O
to increase, and mixing with the ambient initial fluid will spread both
in the direction parallel to the axis (x3) and in perpendicular direc-
tion (r). Variable concentration (c) of the dye is a result of both di-
ffusion and dispersion. Diffusion is a direct result of a heat activation
of particular particles. Dispersion in a porous medium is a process of
mechanical or convective mixing,- which follows in consequence of dis-
placement of the particular particles of fluid with various velocities
37
-------
through the irregular porous channels and along intricate microscopic,
structural routes of flow. Dispersion ca.uses a variability in concentra-
tion similar to that caused by the diffusion, although this variability,
as can be seen, is caused by different physical phenomena,.
In the investigations of the dispersion process various models of
porous media were.' used.
On the basis of studies as made on a cluster of capillaries by
Aris the following formula fcr the coefficient cf effective diffusion was
derived:
2 2
D = Dd + T . rp V (4 - 1)
where; D, - coefficient of molecular diffusion
T - coefficient dependent on the shape of capillary cross -
section
r - radius of the cross - section
v - value of the velocity vector.
Other theoretical approximation is based on a statistical model
of microscopic movements of fluid particles and on averaging these
movements in order to obtain macroscopic description of the disper-
sion on this base. Scheidegger (±954) disputed the phenomenon of
molecular diffusion and propounded a theory of random routes wide-
ning this to a three dimensional model. However, assuming the same
probability of the movement in optional direction he a.cquired also the
coefficient of dispersion of the same value in all directions. This is
obviously incompatible with the real course of the phenomenon,
Josselin de Jong (±958) moved much further, applying the appro-
ximated statistically phenomena and obtained a coeficient of disper-
sion as an anisotropic value - greater ir the longitudinal direction
and smaller in the lateral direction, of the movement of the stream.
38
-------
Following this, Saffman (i960) introduced to t he statistical model
of de Jong, the phenomenon of molecular diffusion achieving for both
these phenomena a common solution.
A subsequent step was the introduced by Bear expression of
tensor of dispersion, as average function of a distance covered by
a tracer in the medium. Bear had indicated that the coefficient of dis-
persion Dij is of the second rank, tensor and a linear component of
velocity
V V
D.. = E.. -V11 (4-2)
ij ij mn V v '
where; Eij mn — coefficient of dispersivity as a value characterising
the properties of the medium
V V
m n • - tensor reflecting the linear effect of velocity.
V
On the basis of the above Scheidegger stated that the coefficient
of dispersivity is a fourth rank tensor of 81 components, but owing
to the symmetry of certain characteristics the quantity of these com-
ponents can be reduced to 36.
In the following stage of research some scientists (Scheidegger
and de Jong) proposed to describe the dispersion of the tracer in the
stream of fluid in a saturated homogeneous porous medium with a di-
fferential equation:
Dij -HT- - V;C
1
(4-3)
where additionally:
c - concentration of the tracer
t - time
V. - component of velocity vector in a system of rectangular
coordinates
39
-------
X
. (i = 1,2,3) - coordinates in the space system.
Following this Bachmat and Bear (±964) gave a similar solution for
the system of polar coordinates composed of equipot ent ial lines and
of lines of streams.
Analytical solutions
Analitical solutions are based largely on analogy between the phe-
nomenon of dispersion and the phenomenon of the heat propagation.
For the consideration of phenomenon of a longitudinal dispersion let
us ta.ke a case of a semi-finite column (x ~>o) filled with homogene-
o
ous and isot ropic material where on one end of the column (x.. = o)
o
is placed a flat source of the tracing material. The flow with a con-
stant yield q is maintained in the x,, direction.
•J
For the isot ropic material the axes of dispersivity tensor agree
with the vector of velocity. In this way the equation (4-3) re-
duces itself to the form;
(4 - 4)
where additionally; DT - coefficient of longitudinal dispersion. Initial
Li
and boundary conditions are given through:
§f
"\ 2
-------
c
Co
1
- 2
" /W
_ I -j **J
cite I t
V 2 DT
L \ L /
FV x
exp I—3- 3-| erfc
where* erfc (u) = 1 - erf (u).
(4 - 9)
They had shown that the second element of equation 4-8
can be omitted in majority of cases. E.g. when DT<0.002 V X then
Li J j
the maximum error that could cause the omission of the second ele-
ment may not exceed 3 %, Therefore, with the exception of an area
directly placed by the source of the pollutant, an approximated so-
lution will be given with the equation:
C
Co
_!
2
erfc
(4 - 10)
In the examination of the longitudinal and lateral dispersion we
will consider a case of a rectangular column of longitudinal dimensions
(o^x ^ 1 ) and lateral dimensions ( o ^ xp / 1 ). Source of the tracer
^j *3 ^ ^
occupies a portion of top surface of the column of a certain width (b).
In this situation the phenomenon will occur for both longitudinal and
the lateral dispersion. Assuming the homogeneous and isotropic medium
with one directional flow in the x direction and by 0 c/0 x = 0,
»j _L
then equation 4-3 will take the form:
D,
D,
- v
D*.
(4 _ 11)
In
this case the initial and boundary conditions are given with:
41
-------
c (x2, o, t) = CQ;
c (x2, o, t) = 0; bo
(o, x , t )
o;
t > o
(4 - 12)
(4 - 13)
(4 - 14)
c (XQ, oot)
limitary
c (x2, x , o) = o; o^
(4 - 15)
(4 - 16)
For this case Harleman and Rumer (l963) proposed a simplified form
giving an approximated solution.
erfc
X
2 - b
(4 - 17)
On the basis of these equations, in the next years, developed were
analytical solutions for the following cases:
- Hoopes and Harleman for the radial dispersion
— Esmail and K-imber for variable tracer rate
— Dagan for a heterogeneous medium
- Shamir and Harleman for stratified media
- Bear and Todd for a non - steady flow.
Each of these issues constitutes a separate group of problems with
many conditions and dependences and could be a subject matter of a
separate paper.
42
-------
Experimental tests
Empirical investigations for their object ha.d mainly the determina-
tion of relationships, that could facilitate the computation of coefficients
of dispersion in dependence on the characteristics of fluid and of me-
dium. The experiments carried out by Ebach and White on a wide range
of soil granulation, on different shapes of grains and Reynold's num-
bers permitted chem to derive for the R ^100 the following formula, for
the computation of coefficient of longitudinal dispersion:
t- d
v "
where additionally:
V - velocity of fluid
d - sizes of grains in the medium
•y\ - kinematic viscosity
0( ., - coefficient characterizing the porous medium
- coefficient characterizing the flow conditions.
Dependent on the employed research methods, various scientists
obtained various values of these coefficients:
Q( „ = 0,66 - 1,92
1,06 - 1,20
Similar investigations made of the phenomenon of lateral dispersion
allowed these same authors to derive the following formula for the
computation of coefficient of lateral dispersion.
V • d (4 - 19)
V
43
-------
where in this case the coefficients:
°S = 0,036 T 0,11
^
Harleman (1963) on the other hand proposes linking of the coefficient
of longitudinal dispersion with the permeability:
V
= n(
~^
(4 - 20)
where additionally
1*
2
k = perrre ability in L units
3 - 88
3 - ^
In the framework of empirical studies, numerous scientists inves-
tigated the influence of molecular diffusion on the dispersion (Biggar,
Nielsen 1964, Wats, Smith 1964, Bear 1968) arriving at the conclu-
sion that it has no substantial claim but is only effective in a very
fine - grained medium, and only in conditions of unsa.turated medium
in areas of so called dea.d pores (not taking part in the flow).
Prom the empirical studies, which allowed us to obtain the above
formulas, and also from the studies that were fault finding (as e.g.
Adams, who questioned without however a greater support from other
scientists the dependence of the coefficient of dispersion on the ve-
locity) one can draw the unequivocal conclusion, confirming that the
coefficient of dispersion is a second rank tensor. One should realize
however, that as up to now no adequate relationship was established
yet for the wide range of, parameters of the flow.
44
-------
The numerical solutions
Difficulties occurring with obtention of the required analytical so-
lutions caused many scientists to turn in the direction of numerical
solutions. Although the research in this direction is not so well ad-
vanced as is in the case of non - miscible fluids (crude oil industry)
some results have been achieved already. The first serious achieve-
ment was the solution by Sha.mir and Harleman (±966). They develo-
ped an equation of dispersion as a. condition of polar coordinates,
assuming the velocity at every point as tangent to the lines of cu-
rrent and derived thus a one — dimensional equation in conditions of
convection.
A further significant step was the derivation obtained by Reddell
and Sunada of the following basic equations;
General equation of flow of two miscible fluids, was derived from
a combination of equations of matter conservation, of Darcy equa-
tion and of an equation describing the relationship of pressure
temperature - volume - concentration.
With the assumptions of: l) the validity of the Darcy law, 2) the
one phase fluid, 3) isothermal conditions, 4) linear relation existing
between the porosity and the pressure change, 5) volume not variable
in time, they obtained following equation:
D*.
A. K .
i xi
DP
Ox,
+ P.
A *,
(4 - 21)
45
-------
where:
Ax. (i = 1,2,3) dimensions of the volume elements
A A. (i = 1,2,3) area of laterial cross-section of the perpen-
dicular element x.
£ V volume of element
X. (i = 1,2,3) rectangular coordinates
/Q density of polluted liquid
K permeability
xi
A* viscosity of liquid mixture
p pressure of liquid
g gravitational acceleration
h elevation of element above the reference
level
(j) porosity
/r compressibility of liquid
Cp indicator of compressibility
Ol indicator of ratio of concentration to density
C concentration of polluting mass
P density of mixed liquid
Q yield of flow
P relative density value
o
$0 relative porosity value.
46
-------
Equation of dispersion - convection was obtained from equation
of mass conservation by Pick, and from state equation in a shape:
3
Dt
(0 VC
0
} " Dxi
(D.. + D
tx 3$. ,
J
0
(C V. 0 A A.) A x. - C Q
2 l^ymy U X. - L u (4-22)
3C.
1
where additionally
A .. coefficient of dispersion as a second rank tensor
D , coefficient of molecular diffusion
T.. coefficient of the porous medium tortuosity
V. velocity of leaching in the i direction
1 "•""
C concentration of pollutant in the polluted solution,
and auxiliary equations for the determination of the V., 0, P Mi T...
Computer simulation of the displacement of miscible liquids was made
by Reddell and Sunada. It was developed with allowed finite differen-
ces for each of the above equations for a two dimensional perpendi-
cular relation and foundations were provided for a three - dimensional
equation. The computer simulation was programmed in Fortran IV lan-
guage on a CDC 6400 computer.
This program is composed of the following elements:
Program MAIN - receives initial data and directs the sequence of the
operations.
47
-------
Sub - program INICON assigns a uniform distribution of mobile points
for every grid, with an initial concentration value of each point.
Sub - program READING reads or assigns corresponding values of
permeability, porosity, viscosity etc.
Sub - programs INPRINT and MATROP print all initial values.
Sub - programs WRTAPE and RDTAPE serve as memory auxiliaries
for data that can be introduced without making infringements to other
programs, and enable reading and printing data, while the program
proceeds.
Sub - program TvJATSOL controls boundary conditions and introduces
respective changes.
Sub - program BSOLVE enables the employment of algorithm Band-
solve for solving equations of matrix with the Gauss method of elimi—
nat ion.
Sub - program VELOCY calculates velocities and coefficients of the
longitudinal and lateral dispersion.
Sub - program MOVPT computes on the basis of the VELOCY results
the velocity components in each point and all displacement of points
within the scope of the model.
Sub - program DISP computes changes in pollutant concentration in
each point and t ime t + A t.
Following this, the result returns to the sub - program MATSOL
where the equation of pressures is again computed and the result
printed and the whole process is repeated again for each consecutive
step of time.
Similar approach to the problem presented also J. Bredhoft and
G. Finder (±973).
They adopted as a basis the equation of mass conservation in
a form:
48
-------
C3
+ X
£- —
R., +
ik
k=l
07
(4 _ 23}
and the equation of flow as:
P — ( v p - Pg)
, 3P
W . « p CA — +
n=l
_ Y ^j
° 4 *
(4 - 24)
where:
Pi
0(
P
t
q
D
R..
ik
g
effective porosity of medium
mass per volume unit of the pollutant solution
compressibility of the medium
fluid pressure
time
unit yield of ihe fluid stream
coefficient of hydrodynamic dispersion
velocity of formation of the polluting component
expressed in units of mass per unit of volume
of solution in unit of time
permeability
dynamic viscosity
gravitation acceleration
coefficient of fluid compressibility
49
-------
- mass of factor "i" in V volume
o
W.(x,y,z)~ V ..
ji - stream of mass of "i" component versus average
mass velocity.
They converted the above equations for the requirements of an
actual case of pollution with chlorides of an aquifer layer in the area
of Brunswick town, obtaining a set of differential equations with which
was solved:
- equation of flow with the method of finite differences alternated
with method of iteration,
- equation of mass with the method of characteristics.
A further step in the rationalization of calculations was introduction
by G. Pinder (±973) of Galerkin method of approximation of finite
elements to obtain a transitory solution of equations describing the
transportation of mass in a porous medium. In application of this met-
hod he approximated the distribution of pollutions with the chromium
compounds in L/ong Island.
A practical description of a numerical model and of employed
arrangements is given by Cearlock. The proposed system consists of
three main types of models.
The informative model according to Cea,rlock permits one to de-
termine a three - dimensional distribution of permeability with the help
of minimum investigated points. This method is ba,sed on continuity
of flow in a stream of current for a quasi - stabilized movement. The
program formulated for two - dimensional systems assumes, that trans-
missivity equals to the product of the thickness of aquifer multiplied
by the coefficient of permeability. For the flow in unsaturated soil
medium a necessary thing is t o have a mathematical description of the
50
-------
hydraulic characteristic of unsaturated soil media. This characteristic
should comprise two relationships, namely:
- permeability in a function of capillary pressure
- moisture content in function of capillary pressure.
The first value is determined from a desorption curve, and permeabi-
lity of a saturated medium. The coefficient of sorption being a function
of a type of the soil medium and the ion concentration, can be obtai-
ned linking its value with the coefficient of filtration. Having at one's
disposal the distribution, a certain quantity of a soil samples should
be subjected to the investigation of the K : K relation, and in this
way the spacial distribution of the K can be obtained.
The hydraulic models are divided into models of saturated and of
unsaturated conditions. The model of the unsaturated conditions is
based on a continuity of the inflowing and outflowing stream from an
optional volume where the permeability, the hydraulic potential and
the moisture are the functions of capillary pressure. The model is
used for the unstabilized, the heteroionic saturated and unsaturated
flows. The main input data are the relations: permeability - capillary
pressure, and moisture cont ent-capillary pressure. This program may
work PST computer in an axially symmetric one, two and three -
dimensional area. Model for the three - dimensional, saturated condi-
tions was prepared on the UTT computer to work in an unsteady flow
with variable permeability. According to the author a decrease with
the aid of two independent models in the quantity of the input data
was obtained,' and reduced were the requirements concerning the ma-
gnetic memory.
The model of the water quality is bcised on an equation, that
combines the characteristic of the fluid mobility and the reactions of
polluting factor. Two models were prepared, describing the movement
of macro - and microions with a considered convection, molecular and
hydrodynamic dispersion and sorption. The input data for the model
of quantity consituted;
51
-------
- the flow velocity, derived from hydraulic models
- coefficients of filtration obtained through field and laboratory tests
- coefficient of sorption obtained from additional model of soil medium
- sorption for the selected characteristic ions, or from laboratory
columns' tests.
Each of the models was divided into blocks in series and in parallel,
enabling us to model particular elements independently of one another.
The above described integrated model arrangement is t o be sol-
ved on a man — machine, computer system, composed of the;
l) boundary digital analogous converter
2) store display of CRT computer
3) teleprinter
4) digital computer FDP-9
5) printer with drawing and copying arrangement.
A graphical converter enables the introduction of maps and diagrams
directly in t o the PDP-9 computer memory. The CRT oscyloscope
arrangement demonstrates current results and enables continuous
cooperation of the operator correcting the input data. Any informcition
about practical effect of this model are not available.
CHEMICAL ASPECTS OP A POLLUTANTS' MIGRATION PROM WASTE
DISPOSALS INTO SOIL MEDIA AND WITHIN THESE MEDIA
The increase in the content of various substances in natural
waters is mainly effected by leaching from the surrounding environment,
the dissolution of gases and the evaporation of water. The leaching
occurs either through direct dissolution of minerals in water, or thro-
hydrolysis of minerals not soluble directly in water. To the minerals
sol ubl e in water belong the direct (simple) salts. These are mainly the
salts of Na, K, Ca, Mg of the hydrochloric acid, sulphuric acid and
carbonic acid. Solubility of these salts is different and depends not
only on the type of salt but also on temperature, and on the presence
52
-------
of ions in -water. Among the minerals not soluble in water, but under-
going hydrolysis the greatest significance have various silicates, alu-
minosilicat es and ferrosilicons constituting about 75 % of the total
minerals of the earth crust. Pormed during the weathering in the pre-
sence of water and CCU are the carbonate and bi-carbonate salts of
Na, K, Ca, IVg, or in suitable conditions sulphates and chlorides of
these metals,, Passing into water is also a portion of the contained
in the environment Si, Al and Pe in colloidal form.
The described above phenomenon is termed chemical migration.
Pact ors determining the chemical migration of the elements inclu-
de first of all its inner factors, i.e. the chemical character of the
element itself, its capacity to form compounds with a varying degree
of solubility, volatility, hardness etc.
A great influence on the chemical migration has the form of occu-
rrence of the chemical element, the type of cry stenographic lattice of
a given chemical compound and its susceptibility to weathering and
to dissolving.
Chemical migration of elements depends also on external factors,
i.e. on conditions in which the migration of atoms te.kes place. In
dependence on external factors the following kinds of chemical migra-
tion as a form of a matter movement can be distinguished:
- the biological migration connected with life processes on earth,
aqueous migration connected with displacement of particles or ions,
- atmospheric migration connected with displacement of gases.
A more comprehensive discussion concerning the subject matter
of the project requires here only the aqueous chemical migration to
be considered. The intensity of migration of chemical elements is cha-
racterized only by those atoms of given element which become mobile
in a given unit of time.
A general equation of migration intensity has this form;
53
-------
1
W
X
dW
3
dt
(4 - 25)
where: W
x
- total amount of atoms in a given element
dW - quantity of mobilized atoms in dt time
x
dt
- time of observation.
The intensity of chemical aqueous migration is characterized by the
coefficient of migration K equal to the ratio of content of given ele-
x
ment x in dry mineral residue of water to its content in an environ-
ment leached by water.
K
m .100
(4 - 26)
x . n
x
where: m - content of x element in waiters in g/1
x
n
x
— content of x element in rocks in %
a — sum
of substances dissolved in water in g/1.
The greater the coefficient of aqueous chemical migration, the more
intensely is this element leached, and the more extensive is its aqu-
eous migration in solution.
It a.ppears from the calculations, that the coefficients of the che-
mical aqueous migration are related to one another in the same way
as is the intensity of their migration.
For the evaluation of intensity of chemical aqueous migration
a following gradation was used:
Determination of migration intensity
K value
x
very mobile elements
easily mobilized elements
n . 10 to n . 100
n to n . 10/n <^ 2
54
-------
mobile elements O.n - n/n Ra and anion P,
To the weakly mobile migrants in all conditions belong cations; K ,
Ba , Rb , Li, Be, Cs. Tl, and anions: Si, P, Sn, Ge, Sb, and the
not dissolving compounds of elements Al, Ti, Zr, Tr, Y, Nb, Ga, Th,
Se, Ta, w, Hf, In, Bi, Te.
To this group belong also platinum metals and gold, that hardly make
any chemical compounds and appear in nature in a native ste.te. Mo-
reover a group of elements exists, whose mobility is strictly connec-
ted with the type of environment.
And so, cations Zn, Ni, Cu, Pb, Cd, Hg, Ag are showing intensive mi-
gration in an acid oxidising environment, and poor in inactive and al-
kaline waters.
Whereas, anions V, U, No, Se, Re migrate energetically when the
environment is more alkaline. The Pe, Mn arid Co are mobile in a re-
ducing environment, and inert in oxidising environment.
The size of migration depends therefore on the chemical compo-
sition of waters, on the coefficient of aqueous migration, on solubility
of compounds appearing in constituent, on the content of the element
in environment, on the pH of water, on the oxidising - reducing char-
racter of water, on the capacity of elements to forrr. complex and
colloidal compounds.
Colloidal substances, which in time accumulate more intensely in
an environment, fulfill an important role. One of the specific features
of the colloids, having a great geochemical significance is the sorption
and capacity to exchange able adsorption of ions. This characteristic
is showing particularly in clay soils. Each material contains elements,
55
-------
which do not dissolve in distilled water, yet enter the solution on
contact with the solution of an inactive salt. Here a portion of cations
of natural salt is absorbed by the soil, and in its place are evolved
from the soil other cations in equivalent amounts. These are the so
called replaceable cations.
The quantity of anions in a majority of cases does not change.
Cations are also in various degrees absorbed and displaced by
colloids. The interrelations existing between the composition of the
solution and the composition of replaceable cations undergo the laws
of a physico - chemical balance and depend on the solution concen-
tration, the content of cations in it, on the electric charge of a given
cation, on its radius, on polarizing characteristics etc.
The soils always contain a certain quantity of replaceable ca.-
tions, whereby the cations of calcium and magnesium occur in almost
all soils, and the cations of sodium, hydrogen and aluminium in only
some types of soils. Total quantity of replaceable cations, i.e. the
absorption capacity does not exceed on the whole 1 % of all ions.
The most abundant e,re colloid particles charged negatively. To
these belong humus substances, silty minerals, ferrosilicons and hy-
droxides. They, apart from the Ca, Mg and K, can absorb also many
heavy metals, such as Cu, Pb, Au, Ag, Hg and others.
Much less abundant e.re colloidal particles positively charged
consisting of hydroxides of iron anc! aluminium, which are character!—
—2 — "•*
zed with exchangeability features of anions Cl, SO and PO ".
Most of the occurring exchange in soils is of cations Ca. and Mg
for Na and in reverse.
As an example; if the calcium - sulphate or the magnesium waters
flow through clay rocks containing replaceable sodium then the ca.tion
of sodium passes into solution and waters from the calcium - sulphate
become sodium - sulphate waters. When however sodium - sulphate
56
-------
waters migrate through rocks containing exchangeable calcium, then
the sodium from the solution will displace calcium, which will form
gypsum in a. form of sediment with the sulphate ion, sodium instead
will accumulat e in a repla.cea.ble form in rocks.
R.E. Grim classifies in a following sequence the cations, which
can pass from rocks into a solution by way of reaction of ion exchan-
ge, as Ce, , Mg , H , NH4 i Na .
In the effect of a so called dolomitization decreases in waters
the content of Mg ions, and increases Ce. ion content in conformity
with the reaction 2Ce.Co + Mg —* CeJVTg (CO )„ + Ca .In this
O o ^
way the soil sorption complex becomes a potential source of cations
(more rarely anions), which may relatively easily be introduced into
solution, although remaining in a solid phe.se. They possess a consi-
derably greater migration capacity, than have the non - replaceable
cations.
A sorption can also ha.ve an unexchangeable character, when the
absorbed metals are strongly established in the crystalline lattices
and do not pass back into a solution in the environment of salt so-
lutions. Sorption pleys an important geochemical role, as it decreases
the migration properties of some elements and facilita.t es their passa-
ge from an unsaturated solution into a solid phase.
Next to the sorption a. great significance is also attributed to
ultrafiltration, which is based on a varying capacity of ions' passing
through the layers impermeable owing tc their different size. E.g., mag-
nesium ions may filtrate easier than the larger from them ions of cal-
cium.
Thus the chemical migration of elements in soils govern separate
geochemical laws, which not always let themselves be subordinated
to chemical laws.
In summing up one has to emphasize, that the dissolving capacity
of water is very great. Also the natural waters, even the rain waters
57
-------
contain certain admixtures, which often increase the ability of waters
to dissolve e.nd to decompose substances from the wastes disposal.
Natural waters circulating, in various geochemical conditions co-
operate with environment and vary their composition and characteris-
tics in time and in space. So the cooperation of water with the envi-
ronment is b
-------
trenches (to 1 m wide) executed with shielding the ticksotropic sus-
pension and filled with impermeable material.
Por the objects with a practically unlimited depth, there are used
methods of grouting the permeable formations with injected substances
sealing the soil through the displacement of water contained in the
pores and crevices and their substitution with this sealing substance.
Both of the above methods allow the construction of vertical
screens.
In construction of horizontal seal ings in hydrot echnics se alings,
they are being used in the form of lining the water reservoirs with
clay layers or with plastic sheeting.
Another solution mentioned in literature is a possibility of water
reservoirs with sandy bottoms to be sealed through sprinkling the
sands with substances, which penetrates the sands to a depth of a
few centimeters, forming on their surface an impermeable layer. This
solution is not being described in detail here a.s the employed sub-
stances have a, patent claim.
The technical issues of sealing do not enter the main goal of
this report, and moreover is broa.d domain in its own right. Therefore,
it is not widely considered in this place. We will return to it in the
course of this report where we discuss suggestions concerning the
isolation of waste disposal from ground waters.
59
-------
SECTION 5
PROG-RAM OP RESEARCH WORK
In reference to the object of the project end to the actual state
of knowledge and to technical and financial possibilities the following
program of research work was undertaken.
The main part of the project constituted, the provision of two re-
search waste disposal areas together with respective systems of
monitoring wells. One of the disposals was supposed to have a. capa-
3 3
city of 1000 m , and the other one 100 m . In the course of the pro-
ject an opportunity occurred to take over for the invest igat ions ( in
3
place of the 100 m , capacity disposal a much larger disposal with the
3
capacity of about 800 000 m . This proposal was approved by the
Project Officer, so in effect two disposals, were taken over for rese-
3
arch one with the capacity of 1500 m , and the other one with the
. 3 N
capacity gradually increasing (30 000 m a month) to a. total of
3
800 000 m .
Program of research work for the disposals anticipated:
- a quantitative and qualitative characterization of the disposed
waste material
- meteorological observations comprising measurements every day
of precipitation and temperature values
- drilling and installing monitoring wells with permeability deterrrina-
tion
60
-------
- surveys of the water table positions in monitoring wells at 3 weekly
intervals during the first 15 months of observations' performance,
and then with a. decreasing frequency, dependent on conclusion drawn
during the first 15 months time of observations
_ collection of ground water samples from all monitoring wells for the
laboratory determination of their physico-chemical characteristics
in time intervals as given above.
Program of laboratory tests was devised to:
- determine the physico-chemical characteristics of waste material
particularly in the aspect of leaching of particular components from
it in an aqueous environment
- perform at three weekly intervals of physico-chemical analyses of
waters collected from the monitoring wells with the determination
of 19 basic characteristics (shortened analyses): color, smell, con-
ductivity, pH, hardness, basicity, acidity, total dissolved solids, mi-
neral and volatile, Cl, SO > Nxrw ' Ca» MS» Na« K> Pe> Mn
4t J^ •*••'• A
- perform of every fourth series of analyses (i.e. approximately
at three monthly intervals) as full scale analysis in the framework
of which were additionally determined the N » N » phenols
Si02, PO4> Al, As, Cr, Pb, Cu, Zn, Hg, Sr, Cd? Mo, B.
Program of model research anticipated:
a.) Demostration of certean general aspects of the course of the pollu-
ted flow occurrence in a porous medium, and which in available
literature were described to a lesser degree than was required
for the project needs, and the field tests in the projected scheme
could not supply any information.
b) Develop a model for a large wastes' disposal area with the object
of its verification in practice.
61
-------
It w©.s decided therefore to perform;
- tests on an analogous model of the Hele-Shaw type, of the pheno-
menon course of vertical propagation of pollutants leached from a
large dispose! with different permeability from the neighboring aquifer
and in conditions of geometrical aquifer floor deformation
- test on a soil model of selected problems to demonstrate the influ-
ence of some factors on the shape of polluted zone
- tests, on an analogous model EH I DA type» of pollutants propagation
in the region of one of the two experimental field site disposals, to
provide comparisons for the field and the model observations, there-
fore to determine the usefulness of this method for prognoses of
the investigated phenomena, and also for evaluation of the degree
tc which the final polluting effect in any optional point is a function
of hydrogeological processes and to what is a function of such phe-
nomena as sorption, ion exchange, dispersion etc.
In model tests the emphe,sis was placed on the investigation of
the hydrogeological factors influence on the migration of pollutants
and not on the deteils of the processes of dispersion, diffusion, sor-
ption and others in propounding two assumptions:
1 - with large - dimensional objects these factors play generally
a minor role as opposed by a point pollution,
2 - these processes are known quite well as described in section 4.
62
-------
SECTION
RESULT OP TESTS ON THE DISPOSAL NO. 1
LOCATION , CLIMATIC AND HYDRCCrEOLOGVICAL CONDITIONS
The experimental disposal no. 1 was placed at the bottom of an
actually being in operation open pit mine of a stowing sand, (Pig.
no. l) planned to be filled with gob and ash beginning with the year
1982. This mine is situated about 150 km to the South - East of
Wroclaw. The excavated here deposits of sand form quaternary, flu-
vioglacial formations shaped as the variously grained sands containing
silty and clayey intercalations. Thickness of this series amounts to
50 m. The elevation of the terrain in the region of the open pit varies
within the + 195 to + 210 m limits above the sea level, and the initial
ground water teJble on altitude of about 190 m above s.l. is indicating
a. tendency to fall in the NW direction,, The open pit mine has a depth
of 20-50 m and had induced a depressed water tejole to altitude + 165
to + 173 m above s.l. Within the limits of the open pit the depressed
water table shows a decline from East to West similar to the general
regional tendency. The experimental waste disposal is situated in the
eastern part of the open pit, between an exploited wall and a draining
ditch (Pig.no. 3,4), where the floor of the open pit has altitude of
within 171,0 to 171,9 m above s.l. and only by the eastern fringe it
ha.s 173 m above s.l.
The direct subsoil of the disposal constitutes a layer of sand
with thickness 1,2 to 2,0 m. (Pig. no. 5), which only by its eastern
fringe thins out and its thickness comes to below 1 m.
63
-------
H860, N
N
Elevation above sea
level m meter;
Cross Section N-S
Water trenchei T«t disposal
Fig. 1 SKETCH OF LOCATION OF TEST DISPOSAL N21
-------
Fig. 2a. Disposal no. 1. General view.
Fig. 2b. Disposal no. 1. View of surface and
monitoring wells
65
-------
Figure. 2c. Disposal no. 1. Cross section of stored
material along monitoring veil. Excavation
made 2-1/2 years after storage.
-------
o^6 P-fc P-zP
0 0
p-^-3 -
<
S-8 P~3 0P~1
Explanation *
~~_SZ— Embankment
N
{l|
» v-vAFE0 -RENCH
Op-9 .s-s op-9
GOB AND ASH
DISPOSAL
OP-T1 — 4.
_?---2 j
.S-7
J ,i
P-1O
o
S-!
I
i
o>
O Monitoring welt
Longitudinal section
w
P-7.,53.
Explanation
I Prospector
|I Sana
P-12
SCALE
VERTICAL
Fig. 3 THE SITUATION MAP AND LONGITUDINAL SECTION OF TEST DISPOSAL N§ 1
-------
CO
T7SO,
T71.0 -
1730-
1720-
1710-
noo-
169.0
1680
1670
P-12
Construction of monitoring well
within disposal yt ot reposal.
n
0.:
L®
O
•d
Explanation
'I Power -plant ash
-2 ---- Orxxixi- water table Apr n 1971.
(T) — Over filter portion
(?) - Filtering portion
^} — Sedimentation portion
Fig. 4 DISPOSAL N91 CROSS SECTIONS AND CONSTRUCTION OF MONITORING WELLS
-------
Outside the disposal the thickness of the sands is;
- in the east and the south-east direction decreases to about 0,5 m
-in the northern direction maintains at a,bout 1,8 m
- in the western direction increases at first to about 1,7 - 2,5 m
and further on decreases to about 1,3 - 1,1 m.
These changes in the sand thickness are the result of a deleve-
Uing of roof of the underlining layer of impermeable clays, with thic-
kness exceeding 10 m.
In lithological respect the investigated formations are the coar-
sely grained, yellow - grey sands with a 15 - 20 % admixture of gra-
vels, only in the well no. 9 the sands are passing into gravels with
about 40 % admixture of sands. The coefficient of the sands permea-
bility in a direct disposal's subsoil is k = 49,5 m/day, while in the
neighbourhood the lowest values occur in eastern direction (k =
= 33,5 m/day), highest values (k = 50 - 100 m/day) in northern direc-
tion, and intermediate (k = 30-50 m/day) in the western direction.
Appropriate values of the specific yield coefficient fluctuate within
limits yu = 0,19 - 0,22,
The sand layer is in its entire thickness waterlogged, and the
water table has a free cheract er. The highest position of the water
table was found to be beyond the eastern fringe of the disposal stack,
with the elevation of about + 173,0 m above s.l. (fig. no. 24).
The water table at its lowest level is at the 15 m distance north
and west from the disposal, with its elevation there being about
171,5 m above sj. In particular wells the deleveUing of the water table
in time does not exceed 10 cm, which in approximation corresponds
to maximum values of the precipitation intensity supplying this horizon
(fig. no, 7). On the whole, the water table has its inclination from the
south to north and to north - west. It means that from the side of
the slope declines in the direction of draining ditch, and conforms with
the direction of the run - off in the ditch. In this general tendency
69
-------
- WATER TRENCH
Explanation
SCALE
iOm
Monitoring well
03 Thickness of sand m /meters /
—iO Contour of sand Thickness
V'Xy Coeffiaeni of permeability n ms/day
Fig. 5 DISPOSAL N2 1. THE CONTOUR MAP OF SAND THICKNESS AND PERMEABILITY
-------
•si
170 92
Explanation
» Prospecnon probe
0 Monitorng well
T7? 79 Sand s floor elevaiion tn meters
above sea level
T72 6 Contour of floor
H7068
SCALE
1Om
P'8
5-6
'9''
/ :, 169 77\* ^951
P ?
5-7
.
»* DISPOSAL /
Fig. 6 DISPOSAL N^ 1.THE CONTOUR MAP OF SAND'S FLOOR
-------
DISPOSAL NO. 1
THE AVERAGE DAILY TEMPERATURES
in C
6-1
Day
1
O
3
.]
5
c
7
H
->
.10
1973
XI
-2,9
-3.5
0,2
3,0
0,5
6,0
4,4
5,5
5,8
9,0
11 i 7.6
12
13
14
13
'16
17
18
ln
20
21
22
23
1 ^J.
25
26
27
28
29
3O
31
:\ nnthly
6,' '
5,'..
XII
-0,0
— 9 , 6
-11,5
- 2,-'
1,2
1,3
2 6
2,1
- 2,4
- 5.3
- 5.0
- 2,2
— 0,6
4,2 1,4
2 J
3, i
3,2
1,1
2,6
1,7
,1,7
0,1
3,1
6,6
5/J
-",7
-1,2
-3,2
-3,5
-5,1
2,6
- 1,2
- ;»2
',"
0,u
1 9 7 4
I
0,2
—V-
1,3
1,6
4,0
U,2
-'-.,9
-1,O
0,2
-3,5
-2,1
2.3
0,4
-' V1
( i,i.l
:,6
2,8
1,1
- 2,7 |i 4,9
V j! °.8
',,7 |j .;,o
6,9 || -",,3
4 ''
- 1
6,4
V'
2,'-!
3.:
3,5
2,6
1,5
0,2
;,4
2,8
3,6
3,7
1,7
3,0
3,1
3,2
3,3
1,6
11
i i
3,7
4,4
1,8
I.'1
3,'s
3,'
1,3
3,8
8,..
u,4
7,6
3,8
5,3
5,3
7,3
6,2
e,g
4,8
1,4
-'.,9
0,4
i i,9
-' .3
o,7
-0,8
-' ',5
-0,5
3,1
III
-0,2
0,6
0,1
2,'.
3,5
0,3
0,5
0,0
0,0
1,0
2,0
3,4
5,0
5,2
5,7
8,3
°.l
9,4
8,3
14,3
11,1
9,4
-7,3
6,4
8,6
8,O
7,1
10,0
1O,6
10.4
5,4
IV
8,4
9 3
s[i
7,8
8,5
8,2
9,4
' i '
1-0,8
11,0
13,6
12,9
5,9
3,6
4.0
3,1
_L,9
4,1
5,8
6,9
6,4
6,7
7,5
B,"
7,1
4,9
5,4
9,3
11,6
13,4
7,7
V
12,4
11,0
11,4
1 j,6
lo,3
9.1
5, >.
7,
8,u
8,2
lv,6
14/-<
14,3
12,3
lo,9
8,4
1O.8
13,2
14,6
15,3
13.4
10,5
10,2
9,5
10,3
12,2
13,3
16,7
15,6
13,8
15,9
11,7
V!
13,6
14,8
lu,
14, o
13,0
12,3
12,9
1 -i1
12,2
i ,,u
1 ,8
'-',-*
13,3
14,4
14,5
14,8
15,1
17,4
13.5
13,2
13,5
13,8
15,3
14,5
16,6
18,9
17,3
17,0
16,2
16,6
14,2
\ II
16,'...
14,6
15,4
13,3
14,2
18,2
13,0
12, 0
lo,2
15,4
1 4,6
15,6
16,8
21,6
17,5
18,8
16,9
15,0
12,8
12,7
13,5
15,3
16,1
18,6
15.4
12,8
16,5
20,0
19,8
20,6
19,2
16,1
\ III
2 ',2
20,6
1°,5
22,4
19,2
16,1.
14,1
18,4
1 0,9
15,4
14,0
14.6
15,4
1S,1
23,2
23,6
25,6
21,2
19,0
17,1
16,4
17,1
17.7
17,7
17,2
18,1
17,2
16,3
17,8
16,3
17,0
18,2
IX
14, "
15,8
i7,s
14,'
14,4
17,3
13,4
15,2
28,3
15,1
11,2
32,b
16,
10,8
11,'.'
13.9
12,1
10.3
9,3
9,2
9,3
10,3
7,3
7,8
13,4
X
7,3
7.8
6.7
6,8
6,2
7 ; 1
8,2
8,2
8,4
6,9
8,:l
7.3
7,4
4,1
5,6
4,4
4,4
6,3
7,4
8.6
5,5
5,2
6.0
5,6
7,4
4.7
5,O
5,4
3,8
3,4
3,8
6,2
XI
3,0
4.0.
•1.3
3,6
3,1
2,3
1,0
-1,3
I,1-'
4,7
6,1
5,0
5,5
4,4
- 2
10,2
",7
8,0
7,6
3,8
5,2
2,8
1,0
2,8
6,4
4,]
2,4
3,6
3,4
2,4
4,2
XII
2,4
5.2
8,2
4,8
4,2
2,1
2.1
5,o
4,3
5,1
3,7
2,3
-0,2
-1.2
-1,8
0,5
2,2
3,0)
2,8
3.3
5,6
3,5
1.6
0,O
1,4
5,2
8,0
6,7
9,8
3,1
-2.0
3,3
IV3
-------
THE -\VEI4ACi: DAILY n-.MPERA I ':iiK~
in C
labte 6 — 2
Day
^L
2
3
4
5
6
B
Q
10
31
-1 "3
13
1-i-
15
16
iT
18
19
20
21
22
23
24
O -,
26
27
28
29
30
31
Nioi:lhly
averse
,
2,3
3,5
•i,0
1,5
4,4
6,0
6,2
0,9
-1,2
2,1
4,8
5,3
5,2
* 2
5 j5
5,4
->.o
7,2
5,6
5,1
3,0
2,7
3,1
•1,1
4,3
4,4
1,"
0,3
1,3
1,3
2,0
3,6
II
2,7
4,3
1,0
-1,8
-3,0
-3,1
-2,2
-1,3
-1,9
-0,2
0,8
3,1
3,3
3,1
— 1,5
-5.0
-0,0
- 0,o
0,1
''.5
-1,2
-4,5
-4,5
0,2
-O,2
-1,3
-0,4
0,0
-0,7
III
2,0
5,2
6,0
7,5
7,6
7,2
8,0
8,4
8,5
9,5
7,6
6,2
4,9
6,8
6,8
2,1
1,4
4,6
6,4
0,1
0,3
2,1
1,0
1,1
2,2
1,5
6,6
4,2
3,4
1,1
4,6
IV
4,4
4,5
7,8
11,6
11,"
6,5
7,8
8,1
-I.'1
3,3
3,5
4,5
•i.0
9,4
'},''
6,2
5,3
3,8
7,0
7,4
7,1
0,0
10,0
6,4
5,9
7,7
8, a
11,1
13,4
7,2
V
Q ~
11,0
9,0
8,6
10,4
IV
16,7
16p
13,2
14,8
14,1
15,3
11,8
17,..'
"j. 0 , f '
16,2
18,1
18,9
19,3
15,1
14,1
11,6
8,7
11,3
12,1
11,3
14,1
14,8
16,6
14,2
10,6
13,9
1
VI
6.8
11,3
11,7
10,5
10,8
13,0
11, a
15,2
15,7
16,9
19,0
18,5
18,0
21,4
1Q,2
14,8
13,6
15,1
17,9
1 " , 4
20,6
20,0
21,6
19,2
17,8
18,1
14,5
13,0
13,4
15,6
975
\1I
-12,'T
1" 0
18,7
1° 2
19,6
10,8
17,9
1 O -!
ic',6
19,9
2' ,4
21,0
2 0 , 4
20,8
22,4
2'"' 9
la", 2
17,5
17,3
16,"
15,6
18,3
18,7
20,0
14,2
13,2
14,6
14,6
19,6
18,3
18,5
18,3
VIII
17,8
16,5
17,2
18,7
1 '-' , "
18,3
2ii -1-
20,0
19,6
18,'!
2",1
20,0
14, •>
12 n
lu,u
20,3
10,7
1 ^ i '-"'
17.O
36,8
16,2
17,o
18,1
16,0
J6,8
16,4
16,8
14,7
15,6
17,8
18,4
17,6
IX
18,6
19,3
19,4
J°,5
LB,2
14,7
15,3
12,5
l'>,6
14,1
16,2
13,2
11,8
13, u
15,9
17,5
19, u
10,2
17,3
16,6
16,5
14,9
13,2
17,6
16,2
17,6
15,0
18,5
18,8
19,0
16.4
X
18,7
15,4
14,8
13; i
1:',4
12,o
11,2
9,i
7 5
4,4
4,2
2,8
6,8
9,8
5,2
-4 7
8,7
8,0
9,0
7 ^
7,9
9,0
1' ,•!
8,0
3,2
2,7
5,3
2,8
6,4
7,3
2,4
8,2
x:
4,5
5,8
7f -j
~,~
6,8
6,8
C,6
4,0
2,1
1,3
1,6
3,4
5,1
2,8
2 °
2 n
6,R
4,8
3,6
+ 0,9
-O,9
-1,7
-3,3
-7,2
-?,1
-2,4
1-1.4
1,3
4,0
2,7
XII
3,8
4 , 9
-,2
3,"
3,9
4,6
2,8
2,4
2,3
-o,"
-I,1-'
+ ' ',6
+ 0,5
-2,0
-' '.6
+ ' ',8
-5,4
-12,6
-2,5
-0,6
+ 3,2
2,9
2,5
1,5
0,5
4,6
2,3
1,0
-1,2
+ 0,2
0,9
I
1,8
2,0
3,2
-' ',~
-2,'J
1,~
3,2
2,8
4,3
6,5
2,5
'''•'"'
-0,9
-6,0
-2,1
-2,3
1,6
2,5
2,8
1,8
3,8
-0,4
-4,2
-5,2
-6,0
-7,4
-7,8
-7,3
-7,7
-0,7
II
—7 ^
—5, 0
-6,8
-2,o
— O|5
-5,3
—6,5
-4,4
-3,2
-1,-
-3,1
-4,2
-2,2
-1,2
-1,0
-0,8
-1,2
-1,0
2,1
1,2
-0,3
-2,0
-1,8
0,8
4, a
5,2
4,0
4,3
-1,5
ID
4,8
3,7
o,7
-2,5
-4,8
-3,4
-4,3
-4,9
I,7
-3,2
-3,4
-2,3
-u,a
'•"'.3
1,1
2,0
1,4
0,1
-.1,4
-4,8
-4,8
-4,1
-3,8
-0,7
0,6
4,4
4,4
4,7
8,2
8,5
6,9
O, 1
1 9
IV
'J 0,8
1 ' ' , 5
14,8
1 1,8
li. ,8
1U,S
6,6
4,8
4,2
'3,2
4,6
o,4
7,H
9,5
7.3
10,2
1 J,2
11,8
12,6
lu, 6
7,8
2,1
2,2
5,7
6,0
6,0
7,3
2,3
1,6
3,7
7,5
7 6
7,6
9.1
1 ::,8
14,('i
J3,4
13,2
13,4
12,4
13,3
1 6,2
15, J
15,9
14,5
8,1
",8
12,0
14,2
15,1
14,8
15,2
14,7
1 1 ' / J
11,8
",5
14,2
16,1
11,7
11,8
11,4
13,0
10,5
12,8
VI
10,3
11,0
11,4
10,'.'
12,4
13,5
1 3,e
17,1
14,4
11,6
13,9
14,3
16,3
14,5
15,9
11,3
12,1
17,2
18,4
20,2
l'i,4
15,7
16,4
18,4
18,4
17,6
19,7
20,8
20,7
18,9
15,6
VII
J8,3
17,5
17,3
I'1, 7
18,1
14,3
15,5
16,4
15,5
13,7
16,"
19,6
2u,l
10,'.)
18,"
20,4
21,9
23,5
25,1
22,7
21,1
16,0
13,1
14,7
13,')
17,0
17,2
17,6
14,6
16,4
18,5
18,0
\ III
13,6
13,1
13,6
11,1
!3,2
13,5
14,4
14,8
14,8
15,8
15,4
16,2
15,8
14,1
14,8
15,3
15,8
15,2
14,4
13,0
13, -3
12,8
12,0
14,0
16,6
17,3
17,0
16,4
17,5
18,3
17,7
15,0
-------
DISPOSAL NO. 1
THE DAILY AND MONTHLY SUMS OP PRECIPITATION'S
(in TIT.)
6-3
Day
1
2
3
4
5
6
7
a
9
1C
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Monthly
sum
1973
XI
.
12,6
0,0
0,6
0,7
.
f
.
0.3
O,8
O,3
.
.
.
,
O,0
.
.
2,O
2,1
.
.
0,7
,
3,2
7,4
•
30,7
XII
2,0
O,O
1,2
0,8
3,4
1,7
7,6
2,4
.
,
t
0,5
1,5
2,5
.
0,5
.
.
.
.
.
.
.
0,5
.
,
.
.
0,7
25,3
1974
I
,
.
.
.
.
O,0
1,6
.
3,5
0,5
.
.
3,5
,
4,0
4,2
7,8
7,5
0,1
.
.
1,9
1,0
.
.
.
.
0,9
•
41,5
I!
e
,
12,1
3,3
.
2,3
(
1,1
.
.
t
0,0
.
.
.
.
.
8,3
1,7
.
,
.
.
0,8
0,0
.
.
.
.
•
29,6
III
t
m
.
.
,
0,0
0,1
,
,
0,2
.
.
.
1,0
1,0
2,4
,
.
.
.
.
.
.
.
.
.
.
•
4.7
FY
,
,
(
t
.
t
.
.
^
f
.
.
0,0
0,0
0,3
1,7
,
.
0,0
17,2
12,9
1,4
0,0
.
.
33,5
Y
2,8
3.-1
(',0
J,2
9,1
0,0
3 °
t
,
t
15,6
5,0
10,2
1,6
.
.
,
8,9
6,8
0,1
1,0
1,0
.
0,0
0,7
3,7
15.7
90,7
VI
3,5
f
11.5
2,4
3,2
1,5
1,4
1.6
3,6
24, o
19,1
2,1
. 3,9
0,0
4,0
3,5
5,3
1,2
0,0
0,9
10,3
.
.
5,2
27,6
1,2
15.4
0,0
•
153,5
VII
3,4
0,O
13,3
0,9
5,5
3,3
1.2
6,4
0,2
7,9
3-1.O
26,5
11,3
11,6
0,6
2,7
3,8
,
.
12, 0
6,3
.
.
t
.
.
•
151,1
VIII
1,2
3,0
0,0
3,9
0,4
f
t
2 2
16,2
0,7
0,6
t
.
t
t
.
.
3,8
13,6
0,O
.
0,0
.
.
.
0,9
2,3
,
•
48,8
IX
2,2
f
13,4
1.1
.
1,9
5,2
13J2
f
13,11
r
.
m
f
0,6
,
16, 0
3,0
0,0
,
1,7
9.7
0,1
.
p
0,2
7,6
•
88,9
.X
8,7
5,2
(.',-1
a
.
t
.
3,3
'-',1
1,3
Q.6
0,2
2,5
12,3
36,2
4,7
O,l
3i2
29,3
.
2,4
1,9
2.6
4,6
5.4
f
f
,
'
134,0
X!
4,B
0,8
0,2
.
.
m
f
5.7
_
,
.
m
.
t
.
11,7
.
.
,
,
.
3,5
.
3, 5
0.2
3,4
1.7
33,5
x:i
6,-J
•1,3
1,3
1,1
3,1
i\7
16.1
3,5
0,9
1.4
f
m
,
f
O,4
f
0,2
0,7
_
2,3
O,l
>
m
f
3.0
1,7
6.8
9,1
5.2
3,6
11,2
83,6
-------
DISPOSAL NO. 1
THE DAILi AMD MONTHLY SUMS OP PRECIPITATION'S
(in mm)
Table 6 —
Dsv
i- d>
1
2
3
4
5
6
7
a
0
10
11
12
13
14
15
16
17
18
10
20
21
22
23
24
25
26
27
23
29
30
31
Aiontl-.i>
sum
1975
I
18,9
O,2
.
2,9
],7
1,2
o,0
1,2
,
O,5
.
.
.
1 .
0,1
.
.
.
0,0
.
1 ,7
1,3
i.),7
•
30,4
I. '
1,6
4,0
0,4
.
.
.
0,2
0,2
.
.
.
.
1,7
0,6
.
1,5
,
0,0
14,2
.
.
.
.
.
.
.
.
.
24,4
III
.
.
3,9
n,6
.
.
.
0,0
0,2
3,9
8,9
0,0
0,8
7,8
O,3
1,1
.
.
.
0,5
3,7
3,1
.
19,8
3,7
58,3
•IV
.
.
.
3,0
.
12,6
.
12,5
.
.
O,O
7,1
6,6
9,3
0,2
.
.
.
.
0,5
0,5
1,5
.
.
.
•
5'', 8
V
0,0
0,2
0,0
.
.
1,8
.
.
.
.
.
,
0,0
,
2,5
.
0,0
,
24,2
2,2
.
.
2,8
5,8
5,0
4 f , 1
VI
2,0
1,8
0,0
0,0
.
5,6
9,8
2,1
.
.
3,5
.
7,1
0,0
6,1
0,0
58,4
4,2
0,0
52,2
18,8
0,3
.
32,5
.
6,6
•
VII
21,1
.
.
.
.
.
.
,
.
2,1
.
.
.
.
.
0,1
6,0
45,4
2,5
.
27,0
17,5
2.5
3,1
1,6
.
0,6
16,7
211,0 j 146,2
VIII
4,4
.
3,5
,
5,8
.
.
.
,
3,8
.
0,9
.
.
.
0,9
1,3
27,4
0,1
.
.
.
.
24,6
10,1
.
.
3,1
1,1
•
87,1)
IX
.
.
.
5,7
0,0
t
.
.
12,0
.
.
.
,
.
.
.
.
.
.
.
.
2,3
.
.
•
20, •;
X
0,0
0,6
7,3
f
5,3
2,8
2,2
O,0
.
1,5
3,0
28,2
q,7
3,1
0,8
29,2
6,0
6,3
11,3
0,0
0,2
0,5
p
0,1
.
.
•
1 1R, 1
XI
.
0,4
r
,
1.1
.
t
f
O,0
.
("1,5
20,1
2,0
.
p
19,5
1,4
2,6
3,4
1.0
.
0,0
_
f
.
-
52, o
XII
,
O,7
O,3
3,8
0,1
_
1,0
.
0,0
0,0
0,1
10,5
0,0
.
1,0
.
,
.
1,5
10,1
2.3
f
t
31,4
i y 7 o
i
2,0
0,0
1,9
t
0,2
,
.
4,2
11,5
2,1
9,9
2,6
15,1
0,3
0,2
0,O
4,'J
.
1,1
4,9
2,5
Ll, 6
0,1
'J , 0
0,0
.
0,1
.
64,2
II
.
.
.
,
,
.
.
0,1
2,8
0,4
0,0
1,2
.
t
.
t
,
.
0,2
t
.
0,3
0,1
,
m
5,1
III
1,1
0,0
0,O
0,1
0,4
0,3
O,5
.
0,O
0,1
.
.
.
.
1,6
2,7
8,8
1,2
1.6
.
f
m
0,0
8,1
3,6
0,0
Ci,l
.
30,2
IV
.
.
.
.
.
.
5,6
.
.
.
2,0
O,O
2,0
f
.
0,1
2,0
0,0
4,2
2,7
2,9
_
O,O
.
_
22,4
\'
.
.
.
.
.
.
t
.
.
.
21.5
17,0
0,1
f
f
,
1,9
34,6
i5,y
4
O,l.)
17,2
2,5
2,7
_
28,2
141,6
VI
7,1
.
.
.
.
.
B
.
.
.
7,8
.
14,6
2,4
8,3
p
.
,
.
_
.
.
4(i,2
VII
.
.
.
3,8
.
15,1
2,2
19,1
,
,
1,6
.
f
_
28,8
15,0
3'), 3
5,2
2,2
0,3
3,9
]3u,5
Mil
4,0
I,5
8,0
0,1
2,4
2,2
12.3
0,3
.
,
1,2
.
.
0,3
.
.
1,3
2,6
2,3
.
.
.
I,2
30,7
Ul
-------
3 weeks intervals
intervals , 3 months nterval:
^ 3 months ntervols
Amount of precipitaton
in mms
3080
7692
815 201? 1601 602 27O2 2003 my, JOS 2205 1106 307 21.07 1308 309 2S09 1510 4" 26" Tt 12 801 2901 1902 n 03 1Q<- 605 1706 2907 309 2110 20011301.2007
— 1973-1 — -1 9 7 U 1 1975 1 1976
Fig.7 DISPOSAL N5 1. THE DIAGRAM OF AMOUNTS OF PRECIRTATION FOR SAMPLING TIME INTERVALS
-------
small anomalies become pronounced due to deleveling of the roof of
the bottom clay surface, which in elevation causes a, phenomenon of
a certain small swelling of the ground water.
The hydraulic gradients in the disposal's subsoil and in its
immediate neighbourhood are variable within limits of I max - 0,04 to
I min = 0,002, and the velocities of ground water flow are within limits
V max = 1,2 m/day to V min = 0,1 m/day. The most often happening
velocities are of a rank V aver. = 0,5 m/day.
The described above aquifer is supplied mainly by precipitation,
therefore this is fa.ct or affecting the position of the water table, so
the conditions of the disposal waterlogging are climatic, especially
the amounts of precipitation.
Average daily air temperatures in an observation station 12 km
away from the experimental disposal for the period from Nov. 1, 1973
to June 30, 1975 are specified on the t able no. 6-1 and 6-2.
These values of temperatures are provided here also to, help for
comparisons with similar objects, in the U.S.A. This can have a signifi-
cance in estimating the value of evaporation coefficient as required
for the estimation of amounts of rain water leaching into the disposal,
and which may percolate to contact the ground waters. In relation, to
the long term averages for this region of Poland the abnormally warm
winters of 1973/ 74 and 1974/75 are emphasized.
The sums of daily precipitations recorded in an observation sta-
tion situated close to the disposal (2 km) illustrates the table no.
6 - 3 and 4.
As from the above table appears, and also from the comparisons
with long term avera.ges, certain observations could be made;
i) a highest daily precipitation was 58,4 mm
ii) a highest monthly precipit a.tion was 211,0 mm
iii) a lowest monthly precipitation was 4,7 mm.
77
-------
Phenomena of these large discrepancies in the sums of precipita-
tion have an essential significance, as are finding a pronounced refle-
ction both in the position of the ground water table and in the degree
of pollution by the disposal, which will be discussed in further cha.p-
t ers.
For the considered region of Poland and for conditions of a lacking
surface run-off (so was shaped disposal) and no vegetation cover on
the disposal it was determined that:
- the daily amount of an underground run - off may fluctuate within
limits of 0,6 to 0,8
- annual amount of underground run-off may fluctuate within the 0,4
to 0,6 limits.
ANALYSIS OP DISPOSAL FORMATION, AND THE DISPOSED MATERIAL
Th€> described terrain for the disposal was prepared levelling the
floor on the selected area and lowering it a little. The sand was he-
aped to forrr banks 1.5 do 1.8 m high. Porrred in this way was a bowl
42 m long, 2.1 m wide and from 1.5 to 2.2 m deep. In this bowl during
a 10 days time, on turning October to November 1973, stored was
3
about 1500 m of waste material consisted of:
33 3
- about 500 m of fly ash (400 m ) and slags (lOO m ) from power
plants fired with bituminous coal,
3
- about 1000 m of sterile rock and a waste coming from dry separa-
O O
tion (about 200 m ) and from coal washeries (about 800 m ).
Analysing the dimensional distribution of material of the disposal,
one can say that in the eastern and the central part of the disposal
prevailing element are the coal refuse (gob), and ir the western part
the ashes from the power plant (Pig.no. 4).
The bottom of the disposal is situated just above the ground
water table, and during periods of elevated water table the bottom
78
-------
parts of the disposal may periodically be immersed to a few centimeters
depth.
Going over to the qualitative description of the disposed waste
material one has to emphasize, that this material ha,s no uniform cha.-
racter and each type of it requires a separate characterization.
The_waste material from the power plant
This is composed of fly ashes (ab. 80 % mass) and. sla.gs
(a,b. 20 % mass). The fly ash is characterized by the following ave-
rage basic components:
losses of roasting 5,42 %
Si02 + R 74,10 %
Ce.O 3,11 %
MgO 1,20 %
S03 0,67 %
00 8,22 %
A1203 3,61 %
K20 2,80 %
Na?0 0,87 %
Granulomet ric ccmpcsition;
fraction greater than 0,5 mm - 1,6 %
fraction 0,5 - 0,25 mm - 9,3 %
fraction 0,25 - 0,10 mm - 25,4 %
fraction 0,10 - 0,06 mm - 14,7 %
fraction below 0,06 mm - 49,0 %
; 3
specific gravity - 2,24 G/cm
O
bulk density - 0,89 G/cm
_Slag is characterized by the following average basic components:
79
-------
losses of roasting - 7,09 %
Si02 + R - 69,79 %
CaO - 2,37 %
MgO - 1,23 %
- 1,42 %
03 - 8,68 %
3 - 6,01 %
- 2,60 %
0 - 0,81 %
Granulomet ric composition:
fraction above 2 mm - 19,1 %
" 2,0 - 1,5 mm - 2,6 %
" 1,5 - 1,0 mm - 8,45 %
" 1,0 - 0,5 mm - 13,45 %
" 0,5 - 0,1 mm - 52,1 %
0,1 - 0,06 mm - 3,1 %
" below 0,06 mm - 1,2 %
. 3
bulk density - 0,68 Gr/cm
The above parameters were obtained from four rendered average
sa.mples, each one was collected from the power plant during a time
period of 7 - 15 days, 1 kg daily, and then weighted average. All
parameters were determined according to the actually obligatory Polish
St andards.
Knowing the physico-chemical character of the waste material
subsequent investigations were made, the object of which was to
determine the quantity and quality of ions passing into water depen-
dent on the time of contact of slags and ashes with water. A test
was made for each distilled water in volumetric proportion of 1:1,
whereby the time of contact was varied within limits of 1 - 20 hours.
Each series was composed of five samples. In all laboratory
3
tests the same procedure was use d; measuring was 2 dm of veighted
average waste material, placed in a glass container and mixed with
80
-------
3
2 dm of distilled water, and after mixing left for a time length of 1 hr.
2 hrs., 5 hrs., 24 hrs. and 120 hrs. (table no. 5 - 5).
After a. lapse of time from the moment of contact the slag or ash
•with water content was mixed and the water sample strained for che-
mical analysis (table no. 6 - 6).
Similar tests were carried for the mixture of four lots of ashes
(in proportion l;l) and admixture of slags, using in tests 10 dm of
3
waste material mixture and 10 dm of distilled water.
The filtrates were submitted to chemical analyses s-milar to the
water analyses. The results are shown on the tables on next pages.
Prom the above investigations it appears, that the fastest le-
aching of components was during the first hour of contact of ash with
water. As the process continued this was slower, whereby the quan-
tity of leached out ions during the 5 days period constituted on ave-
rage 0,38 % of the ash mass.
Comparing the rate of leachate in a determined time, ions of slag
and ash in analogical conditions indicates, that despite similar compo-
sitions three times more ions of ash passed into water than of slag,
and a greater rate of leaching is observed during the first hour of
contact with water. This can be explained by a smaller, size of ash
particles and the greater surface of contact with water.
During the first hours of ash contact with water (especially after
5 hours), greater, in case of slag, chemical interaction of ions was
observed.
Maximum value of specific conductivity and of dry residue of the
water extract was occurring after 2-5 hours contact of ash with water.
Water solutions were indicating a strongly alkaline reaction from 9,6
to 12,8 pH values, whereby the maximum pH values occurred mainly
after the 2-5 hours' time length of the ash contact with water. In
water solutions after breaking off the contact of ash with water after
81
-------
CHEMICAL ANALYSES OF WATERS AFTER STATIONARY CONTACT BETWEEN ASH
AND DISTILLED WATER AT A VOLl'MINAL RATIO 1:1
6-5
Time of contact
in Its
I run
1
24
II run
1
2
5
24
120
III run
1
2
5
24
120
IV run
1
2
5
24
12 O
Combined run
1
2
5
24
120
pH
8,0
8,8
12,6
12,7
12,8
10,4
10,2
12,O
11,3
11,1
11,1
10,7
11,6
11,7
11,6
11,8
11,1
9,6
9,9
9,9
1O,8
10,8
Conducti-
vity
us / cm
3200
5400
4750
5380
5390
2142
2010
3980
3843
4041
4261
1912
3613
3484
3469
2861
2442
2936
3074
3379
3547
3579
TDS
mg/1
-
2950,0
3346,0
3030,0
1802,0
1848,0
2622,6
2090,0
2302,0
2358,0
1118,0
2720,0
2434,0
2536,0
2620,0
1334,0
2874,0
3046,0
3174,0
3372,0
3324,0
Ca+2
my/1
542,7
498,0
628, 0
708,0
662,0
384,8
288,6
657,3
513,0
585,2
609,2
344
633,3
937,9
653,3
573,2
252,5
? 17,03
0-11,1
573,1
Oo-.),l
476,9
M,+2
mc/1
38,42
33,00
36,3
24,2
38,7
19,4
14,6
2,4
14,6
24,5
4,9
1,2
1,2
4,9
0,0
2,4
2,4
28, 0
26,8
7,3
2,4
2,4
Al+3
mg/1
257,0
350,6
307,8
513,4
454,4
302,6
284,1
135,7
152,6
337,1
41,5
145,2
527,3
466,4
546,9
495,5
135,7
524,2
444,7
599,9
392,3
41,9
-4"
mg/1
1010,1
1234,6
1266,7
1453,4
633,9
949,6
1O88,96
1038,9
404,7
902,0
840,9
447,7
1263,2
1123,0
1252,9
1171,8
779,0
1714,6.
1841,7
1840,9
2000,4
1937,7
Cl~
nrn/1
10,0
38,99
25,4
31,9
39,0
33,0
32,3
9,23
8,5
4,9
9,9
18,4
34,1
32,0
33,4
35,5
42,6
9,2
14.2
15,6
28,4
-
OH"
mval/l
0,0
0,0
14,0
19,4
21,5
10,4
3,0
34,1
29,2
28,8
35,0
0,0
20,4
20,8
17.5
25,4
6,6
1,2
0,6
0,6
2,4
2.4
-3"
mval/1
O,24
O,8
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
6,3
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
HCO ~
mviiil/1
O.'1
,1,4
2,0
1,6
1,0
3,2
2,8
3,2
4,0
4,8
1.4
0,8
3,8
3,0
3,4
2,2
2,8
1,8
2,6
2,8
1,4
2,O
Na +
m c / J
lr.2,1
-
85,8
-
71,9
-
-
-
58,2
-
'19,3
89,8
-
-
-
-
_
_
210,8
K +
my/1
428,0
-
106,4
-
90,9
-
-
-
60,8
-
141,61
82,1
-
-
-
_
_
_
434,1
03
to
-------
CHEMICAL ANALYSES OP WATERS At TER STATIONARY' CONTACT BETWEEN
SLAG AND DISTILED WATER AT VOLU.MINAL RATIO 1:1
Table no. 6—6
Time of contact
in hs
I run
1
24
II run
1
2
5
24
120
III run
1
2
3
24
120
IV run
1
2
5
24
120
Combined run
1
2
5
24
120
pH
3,5
9,8
9,7
9,1
9,0
9,9
10,1
8,6
8,8
8,9
9,3
9,45
9,1
9.1
9.7
9,9
10,1
8,8
9,2
8,9
9,3
9,1
i
Conducti-
vity
us/cm
1344,0
1689,0
792,0
948
568,0
784,0
992,0
6<;5,0
685,0
929,0
971,0
800
834,0
427,0
1003
939,0
1005
704
7 O 0
800
881
992
TDS
mg/1
1436,0
1322,'-
732
773,0
-
656
987,0
1030,0
610, 0
632,0
809,0
714,0
522,0
316, 0
714,0
784,0
716,0
3-12,0
534,0
:>? :H,'i
6"«V>
B22, 0
my/1
279,8
326,4
128,0
50,1
42,0
116,0
180,0
76,3
67,8
90,2
92,2
262.O
112,2
52,1
132,3
140,28
156,3
56,1
56,1
60,1
72,2
'12,2
ma/1
27,8
7,3
6O,5
52,3
6,1
4.8
0,0
51,6
28,7
45,O
41,4
30,8
7,3
8,5
9,7
3,6
31,6
34,0
27,7
47,7
49,9
Tllt/1
98, 0
284,1
114,4
160,6
traces
100,5
116,1
32,8
38,2
173,3
9,0
S5,9
133,0
78,4
38,7
150,5
48,8
4,8
5,8
9,0
1,6
120,8
ma'l
822,0
1036,7
854,0
469,5
285,5
798,0
486,0
275,0
323,9
424,8
398,9
358,3
335,8
164,8
427,7
449,4
379,7
305,0
287,0
314,9
350,0
416,1
rnf/1
28,4
38,9
35,4
4i', 5
24,8
3,54
7,0
38,3
45,5
51,3
51,1
52,7
33,4
17,5
44,02
54,7
47,6
24,9
24,9
31,9
34,8
36,9
OH~
mval/1
0,O
0,1
0,O
0,0
0,O
0,4
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,0
0,3
O,o
O,0
O,0
O,0
O,O
nival /I
0,4
'.',2
0,4
!.,8
0,8
0,2
0,0
0,4
0,2
0,4
2,2
0,4
0,2
0,4
O,8
1,6
2,0
0,2
0,4
0,2
0,6
1.4
HCO "
mvaJ/1
0,4
0,2
0,0
1,8
1.5
0,4
0,6
0,2
0,5
1,3
0.4
0,6
1,2
1,1
u,8
0,4
-
1,1
1,0
!,3
1,3
1.7
•ng/1
66 1
-
-
17,1
-
-
32, 0
-
-
35,6
-
49,5
_
-
-
-
_
33,0
•M-J/1
1O2.8
-
-
16,8
-
-
29,6
-
-
32,12
_
33,5
_
-
_
_
_
32, H
CO
-------
7 days one observed a decrease in the pH down to about 8 pH va-
lue and a further precipitation of white sediments of chiefly carbona-
t es,
The intensity of leaching particular ions during the time of a
5 - hour conta.ct of ash with water was very different. Most intensely
leached was sulphate ion from both ash and slag alike, in a quantity
of 10-20 % of the entire SO content in ash. Then the calcium ion
in quantity of 5 %, aluminium ion in quantity 0,85 -4,7 %, and pota-
ssium ion in quantity 2,1 %. Magnesium and sodium were leached in
small quantities each about 0,4 % of total quantity. This was caused
probably by a high pH, inducing precipit a.tion of the magnesium ions
in a shape of magnesium hydroxide, a reaction which begins by the
9,4 pH value. No iron ions passing into water solution were observed,
despite their considerable content in ash (also owing to high alkalinity
of the solution, which may effect precipitation of the iron hydroxides).
Coefficients of K migration for particular ions after 5 hours
x
time computed according to the formula (4 - 26) and also the mi-
gration intensity are shown on the table below;
Type of ion
2+
Ca
3+
Al
2+
Mg
2+
Na
2 +
K
2-
£°4
Coefficient of
9,2 -
3,5 -
0,9 -
3,9 -
1,4 -
30 -
K migration
.X.
17,3
7,7
2,0
5,7
1,8
60
Intensity of element
migrat ion
easily mobilized
ii it
mobile
easily mobilized
mobile
very mobile
G-ob are composed of sterile rock separated from the winning by
way of dry separation (20 %), and of wastes from the coal washeris,
(80 %) whereby these differ mainly in the content of organic matter.
84
-------
Sample of rock coming from a dry separation had shown the follo-
wing per cent chemical composition of the basic components:
Content of the component in percent s
Roasting
losses
20,94
Si02
50,35
CaO
2,80
MgO
2,40
so3
1,40
Pe2°3
5,14
A1203
16,72
On the other hand the sample of washed wastes contains the following
% chemical composition of the basic components:
Content of the component in percent s
Roast ing
losses
28,05
sio2
40,69
CaO
1,14
MgO
0,32
so3
1,30
Pe203
3,99
A12°3
24,47
Without any systematic experience regarding the method of how the
laboratory tests of washed wastes were to be performed, gob were
subjected to somewhat different tests to tests of ashes and slags.
Five samples of dry, separated dry and five samples of rock separated
from the mass of winning from a coal washer were taken. These sam-
ples were subjected to washing in a water environment for 24 hours,
the time was not varied as was the case of ash and slag. However,
one composed sample was subjected to a contact with water for the
time period of 15 days. The acquired results are illustrated on the
following table;
85
-------
Results of laboratory gob leachates analyses
Table 6-7
Designation •
Turbidity
Colour
Conductivity
Diss. substances
Diss. miner, subst.
BOD 5
pH
Hardness
Sulphates
Chlorides
Sodium
Potassium
Calcium
Magnesium
Total iron
Ammonia
Nitrites
Nitrates
Manganese
Phosphates
Phenols
Units
mg/1
mg/1
us/ cm
mg/1
mg/1
mg/1
-
german
grades
mg/1
mg/1 •
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
lack
dry wastes after 24 hrs,
mg/1
from — to
1870 - 10 000
20 - 400
606 - 2 412
402 - 1 531
353 - 1 302
21 - 110
7,9 - 8,5
0,7 - 3,7
74,5 - 243,5
55,4 - 670,1
92,0 - 449,0
29,0 - 32,0
4,4 - 20,0
0,5 - 3,9
3,5 - 37,7
2,2 - 16,1
0,1 - 2,3
0,3 - 8,0
traces - 0,4
0,06 - 0,6
lack
average
4 748
144
1 409
960
809
53,7
8,2
1,76
121,1
310,8
258,2
29,7
10,0
1,61
13,6
10,5
1,0
4,7
-
-
-
washed wastes, after 24 hrs.
mg/1
from - to
3 120 - 17 500
5 - 2 500
790 - 2 883
675 - 1 768
581 - 1 737
35 - 132
7,0 - 8,4
1,2 - 4,8
82,7 - 393,1
108,9 - 661,0
145,0 - 575,0
10,0 - 35,0
7,2 - 24,4
0,5 - 6,8
6,0 - 25,6
1,4 - 14,9
6,2 - 3,0
1,3 - 3,5
traces - 4,0
traces
lack
average
9 124
603
1 528
1 021
908
68,7
7,8
2,64
201,1
3.04,9
291,8
24,8
14,3
2,9
17,2
8,0
1,74
2,36
-
-
-
test of composed
compounds mg/1
after 15 days
-
-
3 970
2 450
2 360
15, 0
8,1
3,10
350
520
595
36,5
45,0
17,0
26,5
3,3
2,16
5,62
0,7
0,64
lack
oo
Notice: Prom different tests was obtained, that similar waste material may give in optimum conditions
even 2-fold greater concentrations of the series presented on this table.
-------
As the above specification appears the general quantitative po-
tential of pollutions of gob in summation is similar to that of ashes
and slags. However a clear qualitative change can be observed. The
dominating leached compounds in gob are chlorides with concentra-
tions 500 mg/1, while in the case of ashes these did not exceed
50 mg/1. A lesser role is played by sulphates, the concentrations of
which reach maximally the 350 mg/1, white in case of ashes these
exceed even 1000 mg/1.
Among the cations, sodium is being leached in significant quanti-
tes to nearly 600 mg/1 value, while in much smaller amounts as compa-
red with ashes are leached calcium (to 50 mg/l), potassiurr, (to
36,5 mg/l) and magnesium (to 17 mg/l). Reaction pH is close to ne-
utral, and on average is coming pH 8.
Attention is draw to the fact that the concentration of pollutants
grows after a longer time of contact with water - the sample after 15
days gave a. 2-3 times greater concentration than after 24 hours.
This is particularly apparent in comparison with ashes where the phe-
nomenon of passing into solution is much faster.
Independent of the above tests a comparison test was made in
a manner similar as in the case with ashes, i.e. the collected sam-
ple was subjected to contact with distilled water in proportions 1:1.
Following this an analysis of filtrate was made after the sample con-
ta.ct with water of 1 hr, 24 hr, and 144 hours, the obtained results
are specified on the table below:
Designation
PH
Co nduct ivity
Total diss. subst.
Sulphat es
Chlorides
Calcium
Magnesium
Units
_
/as/cm
mg/l
ii
ii
n
ii
Time of contact with water
of waste material in hours
1
7,7
3700
218,0
19,01
41,15
6,01
0
24
7,2
461,0
292,0
98,06
61,77
16,00
1,09
144
6,9
856,0
490,0
221,4
106,35
34,00
3,60
87
-------
Continuation table
Designation
Aluminium
Sodium
Pot assium
Units
mg/i
it
ti
Time of contact with water
of waste material in hours
1
0
17,63
9,15
24
0,23
68,20
13,65
144
0,40
143,20
23,06
The object of this investigation was also to gain more methodical
experiences,' how to conduct in the future the tests of the waste ma-
terial in laboratory conditions, in order to obtain the most adequate
results in relation to actual field conditions.
Porosity of the waste mctterial stored with no greater segregation,
(made to retain the possibly closest natural conditions of the wastes
storage; planned in the future is a joint storage of this material), co-
mes to 30 to 35 %, on average to about 32,5 %.
More complicated however is the issue of determining the coeffi-
cient of the deposited material. Owing to a great range of the granu-
lation values (from dusty fraction, which represent ashes and washed
slurry, to stone fraction represented by waste matter coming from dry
and washer segregat ion) difficult is t o speak about any average values.
The situation complicates also the lack of the material segregation and
the resulting from it great variability in permeability both in perpendicu-
lar and in horizon.
An element additionally complicating the issue is the time variation
resulting from washing by the filtrat ing waters the finest fractions of
the material mass and their sedimentation in the bottom parts of the
disposal; also natural compaction of this disposal is a further handicap.
It appears however, that one can operate with values attributed
to particular types of the waste material, and so the coefficient of
ash filtration fluctuates within limits of k = 0,1 to 0,3 m/day, and of gob
k = 5-200 m/day, (excluding the washed slurries).
88
-------
MONITORING SYSTEM
In the above considered hydrogeological conditions for the inspec-
tion of the above discussed disposal influence on the ground waters
-within its neighbourhood, a system of 12 monitoring wells was installed
(fig. 3,4).
Two wells were made on the disposal itself, with the object to
have inspection regarding its influence on the ground waters flowing
in its direct subsoil (wells 11, 12).
Five successive wells were made around the disposal at distan-
ces of 3 to 5 m (wells no. 1,2,8,9 and 10 ) from its boundary.
Pour further wells were localized at distances 15 m (two wells)
35 m, and 75 m from the disposal in directions where was expected,
its influence (wells nos. 3,4,6 and ?).
One well was localized behind the ditch conducting water, on an
area where the influence of the disposal should not appear (well no.5).
The wells were drilled with dry method, with dia.meters 8" and
then columns of pipes were installed with 4" diameters. These columns
consist ed of:
pipe below the filtrating section, with solid wall, 1 m long, fulfilling
a role of sedimentation tank
- filter proper, a section of perforated pipe wrapped round with nylon
gauze, outside which a packing of washed granulated gravel was
made
- section of pipe above the filter part, with solid wall protruding
above the terrain surface, fitted on top with a tight cover protec-
ting against atmospheric influence and access of outside persons.
The basic lengths of particular wells are shown on the table below.
89
-------
No. of
well
P-l
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-ll
P-12
Characterization of the lining
Section above
filt er
(m)
0,70
0,70
0,70
0,70
0,70
0,70
0,70
0,70
0,70
0,50
3,20
3,20
Filter proper m.
1,40
1,30
1,60
0,90
1,60
0,80
0,50
1,50
0,70
0,30
1,40
0,60
Section below
filter
1,00
1,00
1,00
1,00
1,00
1,00
1,00
1,00
1,00
1,00 .
1,00
1,00
WATER SAMPLINQ AND FIELD MEASUREMENTS
On the described disposal systematic observations and tests com-
menced on the 8-th of December 1973, which comprised:
- the measurement of the water table position in all wells with
accuracy of 1 cm
- water sampling for physico-chemical analyses.
The above scope of tests was performed in 3-weekly cycles (with
departures of 1 day), for the time period of 15 months, i.e. to the
1-st April 1975, then for period of following 6 months in 6-weekly cy-
cles, and later on in 3 months. The water sampling was carried out
in the following way. Before the sampling, pumping out of water was
made for a short period. The quantity of pumped out water was deter-
mined separately for each well dependent on its depth. As a rule
adopted was the requirement to pump out a quantity of water corres-
ponding to double volume of the well. The motivation of this procedure
90
-------
was on one hand the purposefulness of a prior removal from a well of
water, that could be for long time in contact with the air and with the
pipes, and on the other hand the intention was not to disturb the
natural regime of the ground waters, which might occur when pumping
out too much water. Then a sample of water was taken. Parallel with
sampling waters from wells, an inspection water sample was collected
from the pit under the foot of slope 30 m above the disposal (upstre-
am of ground waters) with the object to have a record of the initial
composition of water entering into contact with the disposal.
Certain deviations from the above scheme took place, which were;
- a few times during the initial time period no water samples were
taken from wells P-l, P~2, P-9 and P-ll, due to their clogging,
which subsequently was removed
- from the well P-ll starting from the 25-th of January of 1975 tv/o
water samples were being taken each time (the sample marked in
tables no. 11 was taken in the same way as the samples from all
other observation wells, while the sample marked no. 11/2 was ta-
ken from this well without previous pumping); this individual tre-
atment of the well P-ll is due to the fact, that this well is loca-
lized on the disposal itself and was showing in 1974 an incompre-
hensibly small pollution rate of waters; it was important to obtain
an inspection sample, and to acquire a material to derive more
general methodical conclusions regarding the effect of pumping the
wells on the obtention of the most proper sample
- sampling of the well no. 5 was abandoned because it showed the
influence of different factors.
This comparison had shown, that pumping of a well before sam-
pling for analyses had no effect whatever on the results. (Compare
results of samples 11 and 11/2 on the tables enclosed) to the full
edit ion.
For shortened analyses the water was being collected into poly-
ethylene containers in quantity 5 liters from each well.
91
-------
For the full analyses waters were being taken in quantities:
— 5 liters to the polyethylene containers
- 1 liter to glass container for the determination of phenols, this
sample was being stabilized immediately with phosphoric acid and
with copper sulphate
- 1 liter to a polyethylene container to determine the cyanides whe-
re the sample w:as immediately stabilized with addition of KOH
granules.
In this way collected samples were delivered to the laboratory
within 3 to 5 hours.
After delivery to the laboratory the sample was subjected imme-
diately to a vigorous stirring in a mixer, then filtrated and duly divi-
ded and acidified.
We abandoned an immediate acidification in the field owing to con-
sideration that;
- to deliver the samples to the laboratory takes only few hours
- it is appropriate to perform analyses on a large rendered average
sample, and not on small, separate samples
- from the point of view of the investigated phenomenon more essen -
tial were the dissolved substances, then the suspended matter,
which in the course of filtration through a porous medium is being
sediment ed on the grains of the soil (the methodology of research
in this aspect would be somewhat different of course if the flow of
polluted waters was to pass through a medium with fissures).
The described procedure was in agreement with the Polish Stejn-
dards relevant to water sampling from wells used for consumption
purposes.
92
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METHODOLOGY OP LABORATORY TESTS
The filtrated samples prepared in a manner described above were
subjected to analyses, employing the following analytic methods:
color - through comparison with a dichromate - cobaltic pattern
scale
smell - organoleptically, cold, according to 5 - grade scale of smell
intensity adopting symbol R - for the group of vegetative smells,
G- - for putrescible, and S - for specific smells
conductivity - by means of conduct omet er
- pH - with potent iomet ric method
total hardness - through titration with the EDTA reagent
- basicity - through titration with hydrochloric acid against the
met hyl orange
- acidity - in titration with sodium hydroxide gainst phenolphtalein
- instant oxygen consumption - through titration, cold, with perman-
ganate of potash
- oxygen consumption - through determination of the potash perman-
ganate consumption by a sample during a heating in water bath
for 20 minut es
total dissolved substances - through the determination of a residue
after evaporation of a filtrated sample, and drying it in temperature
o
105 C t o const ant w eight
f* "
dissolved mineral substances - determined through roasting the dry
o
residue of filtrated sample in temperature 600 C
- dissolved volatile substances - calculated from a difference bet-
ween the dissolved total and mineral substances
- chlorides - with Volhard method in titration with silver nitrite
- sulphates - with nephelometric method by means of autoanalyser
93
-------
- nitrates - with colorimetric method with the help of aut ©analyse r
after a redut cion to nitrites with hydroxylamine solution
ammonia nitrogen - distillation method with the Nessler reagent
- albumin nitrogen - distillation method with Nessler reagent, after
alkaline decomposition in the potash permanganate solution
- phosphates - colorimetric method in reaction with ammonium molyb-
date and a reduction to molybdate blue
- free cyanides - extraction colorimetric method after distilling sam-
ple acidified with tartaric acid, brominoting and reaction with ben-
tidine — pyridine reagent
- phenols - monohydric phenols were determined after distilling the
sample, with colorimetric method in aminoantipyrine
- bivalent iron - colorimetric method in reaction with 1,10 - phenan-
throline
- summary iron - colorimetric method with 1,10 - phenanthroline
after reduction of trivalent iron
— trivalent iron — calculated from difference of the two above determi—
nat ions
- calcium, sodium, potassium - with the method of flame photometry
- copper, zinc, lead, magnesium, manganese, strontium, cadmium -
with method of atomic absorption
- aluminium - colorimetric method with aluminon
- chromium - colorimetric method with diphenylcarbazide
- arsenic - molybdate colorimetric method after educing arsenous
5 +
hydride from saple and oxidising with sodium hypobromite to As ,
- mercury - after reduction to elementary mercury determined with
colorimetric method in reaction with iodine and copper salts
94
-------
- silica - dissolved reactive silica was determined with ammonium
molybdat e
- B.O.D5 - biochemical oxygen demand was determined in ana-
lyses of samples for the oxygen content with the W inkier method
before and after the 5-day incubation period in temp. 20°C
- molybdenum - with colorimetric t hiocyanate method
boron - colorimetric method in reaction with bianthrimide in an en-
vironment of concentrated sulphuric acid.
During the first 8 months of tests the determination of heavy me-
tals was carried out with an accuracy equal to the maximum admissible
contents of these elements in accordance with Polish Standards for
drinking water. Afterwards with maximal accuracy permitted by the abo-
ve mentioned methods.
RESULTS AND DISCUSSION OP HYDROCKEMICAL TESTS
The results acquired from tests are specified on tables, the com-
plete set of which is avaiable in Project Officer's and Author's office
shown on the enclosed diagrams (fig. no. 8 to fig. no. 23) exhibiting
synthetically the course of the phenomenon. Shown on the tables are
all results of analyses for all samples, collected from all monitoring
wells. For a better readability of the enclosed diagrams the results of
groups of wells with similar disposition in regard of their position to,
and distance from the disposal were assembled in sections.
The following zones were assigned:
- the direct subsoil of the disposal (represented by well no. P-12) -
zone B
- toward the direction of the main down stream of the ground water
flow (wells no. 8 and 9) - zone C
95
-------
- intermediate zone between the main direction of ground water flow
and the direction of smaller dip of the water table (well no. 2) -
zone D
zone of much smaller dipping of the ground water table localized
at increasing distance from the disposal (wells nos. 1,3,4,6,7) -
zone E
- initial water zone not being in contact with the disposal - zone A.
Results of wells not t aken into account were;
Well no. 5 - after the initial period of observations was considered
this well underwent different disposal influences and
this made the obtained results questionable, and no
samples were taken from it for this reason
Well no. 10 — similar reasons as with well no. 5
Well no. 11 - for reasons not accunted for so far, this well supplied
results inconsistent with results from other wells;
however very interesting observations were made of
this well regarding the methodology of sampling (dis-
cussed previously, and the results of sample analyses
from this well are enclosed on the tables).
Passing over to a substantial discussion of results of the above
parameters, one may state the following:
\
o
The weight by volume of initial water was 0,9975 G/cm - in direct
O
subsoil of the disposal (zone B) this was 0,9983 to 0,9986 G/cm , in
the down stream course of ground waters (zone c) 0,9985 to 0,9995
3 3
G/cm ; in intermediate zone D 0,9977 to 0,9979 G/cm and in the
direction of the small dip of ground water table (zone E) was 0,9975
to 0,9980 G/cm .
As the above data, appears, there exists a noticeable difference
between the weight by volume of waters polluted and waters which
96
-------
did not get into contact with the disposal. Weight by volume of waters
polluted is greater from the volume weight of pure waters by maximally
0,002 G/cm , i.e. in approximation 0,2 %.
pH reaction (Pig. no. 8) - during the period of commenced observa-
tions (i.e. after the storage of waste material) the pH reaction incre-
ased in subsoil under the disposal; this occurrence was showing its
greatest values observed in the well no. 12 (maximum pH = 8,5 was
noted on the Feb. 6, 1974) and the increased pH value under this
disposal in relation to initial water (by about 0,4) persisted for about
half a year, later on this difference gradually smoothed itself out; in
other wells, although the pH was greater by about 0.2 in comparison
to initial water, it seems however that this was not due to the influ-
ence of the disposal. It is belived that the disposal did not contribute
materially to the change in the pH of ground waters.
Conductivity (Pig.no.9) - the conductivity of initial water during the princi-
pal period of observation, i.e. from the Jan.1,1974 to May 6,1975 fluc-
tuated within very small limits of 200 - 300 yuS/cm. Prom the May 6,
1975 on it increased rapidly to 2000 - 3000 /aS/cm, effecting pollution
of the entire aquifer by outside factors, and in connection with it the
time period after this could not be considered to be of reference va-
lue. The maximum value acquired in laboratory tests amounted to
SOOOyuS/cm. Aft er the storage of waste material we observed immedia-
tely and for the period of 6 months a clear increase in conductivity
of the ground waters in the zone B, from values of a 500 ^S/cm rank
during the first month to a rank value of 1200 yuS/cm in the 7-th month.
After 8 months this quantity dropped a little, and afterwards oscilla-
ted within limits of 400 - 800/aS/ cm. With the delay of about 6 months
the conductivity increased in the zone C in ground waters flowing
from under the disposal. During the period of June and July 1974 it
grew from about 300 ^uS/cm to over 2000 juS/cm, and then fell a little
(to about 1500 /aS/cm) , and again increased to a value of the 2000-
3000 juS/cm rank. In the zone D the increase in conductivity was
97
-------
03
Explanation
ON ALL DIAGRAMS
Imrral warvr : A)
Zone B
Zone C
ZooeO
ZoneE
812 2812 16.01 6.02 27O2 2003 17O4 205 2305 H06 307 21.07 1308 3.09 2509 1510 411 2611 1712 801 29.01 1902 1103 1 Oi 505 1706 2907 9.09 2110 2001 13 O«. 2007
1.973
1974
1975
[1976
Fig. 8 DISPOSAL NH DIAGRAM OF pH REACTION
-------
AJS/cm
sooo
30OO
2OOO
1000
900
800
700
600
500
4OO
300
200
MAX IN LABORATORY CONDITIONS
THE WHOLE AQUIFER POLLUTED
er EXTERIOR CACTCRS
100
812 2812 1601 602 2702 2003 1704 205 2205 1106 3.07 2407 13O8 309 2S.O9 IS 1O 111 26TI 1712 8,01 29.O1 19O2 11 O3 r
-------
smaller, but marked itself distinctly in a form of appearing at about
one month intervals waves of increased conductivity to the value of
400 - 900 juS/cm. On the other hand the increase in conductivity did
not appear at all in wells situated in the zone E.
The conductivity of analysed waters displays dimensional and in
time distribution wholly in agreement with the distribution of total
dissolved solids. Derived from these tests a methodical conclusion is
that for a quick, approximated evaluation of the water pollution, one
can measure the value of conductivity and the achieved result (in
yuS/cm units) multiply by the coefficient 0,6 - 0,7 in order to obtain
the sum of the dissolved substances in mg/1.
Total dissolved substances (Pig. no. 10) The content of dissolved
substances in initial water during the main period of observations
(18 months), to the June 17, 1975 fluctuated around the 200 mg/1
lirrits. Respectively the maximum value acquired by laboratory leacha-
t es ' tests was 3000 mg/1. After the storage of waste material during
the first month the sum of dissolved substances in the direct subsoil
of the disposal (zone B) rose to about 300 mg/1, in order that during
the next five months to achieve its maximum of about 850 mg/1. In the
nineth month counting from the time of storing this value began gra-
dually to decrease, and then oscillated within 300 - 600 mg/1 limits.
With about a 6-monthy delay a wave of polluted waters appeared in
wells situated down the main stream (zone c) of the ground waters'
run-off. In this zone the maximum content of TDS appeared in the
8-th month beginning from the storing time (2000 mg/l) and this zone
was characterized with highest TDS content up to the 18-th month
of observations - these values during this time fluctuated within the
1000 - 2000 mg/1. In the zone D increase in the pollution of waters
was much smaller and was indicating itself in a form of waves with
the TDS contents of 250 - 500 mg/1. The influence of the disposal did
not mark itself at all in the zone E. Comparison of the diagram of
precipitation intensity with the diagram of total pollution (T.D.S.) indi-
cates (particularly during the first period) a clear relationship of the
100
-------
IMF WHOLE AQUIFER POLLUTED
H
o
H
mg/l
3000
2000
1000
90O
BOO
700
SOO
500
i.00
300
200
MAX IN LABORATORY CONDITIONS
812 2812 16.01 602 2702 20.O3 T7O4 205 2205 1106 307 2407 1308 309 25 O9 1510411 2611 T71? 901 2901 1902 1l'o3 1 ''OU 605 17O6 2^07 9'09 21J'!0 26 Ol 13'04 26(J>
1
9
7
3I
1 9
7
k
1 9
7
5
I 1 9
76
Fig.10 DISPOSAL N^ 1. DIAGRAM OF IDS CONTENT
-------
amount of pollutions to the amount of precipitation. In a direct subsoil
of the disposal the pollution appears after a delay of about 1 month
(in relation to precipitation) and a.t further placed distances with a
delay conforming to the velocity of underground waters'flow. In the
subsoil of the disposal the pollutants appear already by relatively
small precipitations, while outside the disposal only after a greater in-
tensity of precipitations. After a longer period of the disposal existen-
ce a wave-wise relation smoothes itself out a little (waves interferen-
ce) and the pollution occurs in a continuous form.
Content of the Cl ion ( Fig, no. 11) - in initial water during the main
period of observations the Cl content fluctuated within limits of 5 -
- 15 mg/1, and the maximum value obtained in laboratory leachates'
tests amounted to 700 mg/1. In the direct subsoil of the disposal the
Cl content in the whole period of observations was between values of
30 - 80 mg/1. With a delay of about 6 months the wave of increased
Cl content appeared in the zone C. After a, wave of intense precipita-
tion in May, June and July an increase in this zone in content of Cl
ion, from 12 mg/1 value to about 160 mg/1, and later to 400 mg/1 was
found. Values of the 150-600 mg/1 rank were maintained to the end of
the main observation period, i.e. for 18 months. The disposal exerted
also small, only a wave - form influence on the increase in chlorides
in the zone D (content of the rank 20 - 100 mg/l) and no influence
at all was found in further wells in the zone E. In June of 1975 the
aquifer was subjected to a pollution with just the chlorides (NaCl)
which ca.used their increase to over 1000 mg/1, and this period ce-
ased to be representative for the investigations.
Nonetheless the investigations were continued to determine in
the future the time relation of the durability of pollutions.
Content of SO ion (Fig, no. 12) - this content in initial water fluc-
tuated during the whole time period i.e. from the Dec. 1, 1973 to the
July 21, 1976 within limits of 60 - 120 mg/1. Only two short periods
occurred, where these values were of an order 160 - 200 mg/1. Maxi-
mum values obtained in laboratory conditions amounted to 2000 mg/1.
102
-------
10OO
soo
800
700
soo
400
200
j- j- -r 1 ! 1 , , |-
812 2B12 1601 6O2 2702 2OO3 170". 205 22O5 1106 307 2407 1308 309 2509 1510 4 11 2611 1712 8 O1 29O1 19O2 '103 104 605 17O6 29O7 9O9 :11O 2001 1304 2O 07
1973
1974
1975
1976
Fig.11 DISPOSAL N°1. DIAGRAM OF CfCONTENT
-------
In the direct disposal's subsoil (zone B) an increased content of
the SO ion appeared during the first month after the storage (about
150 mg/l) and grew systematically to the end of July 1974 (i.e. for
7 months) achieving value of 400 mg/l. Following this wave - wise
falls (to about 150 mg/l) and increases (to about 900 mg/l) were
observed. In the zone, an increased content of SO. ion appeared by
the end of June, (therefore with about a 6 monthly delay), and obtai-
ned its maximum 900 mg/l in August 1974. Then after periodical fluc-
tuations within limits of 200 - 600 mg/l again reached its maximum,
900 mg/l, in April 1975. In the remaining zones, i.e. zone D, and in
the zone F, no clear rise in the SO , ion presence was noted. Very
significant is the fact, that the extremely strong pollution aquifer
under study by outside factors found its clear reflexion in analyses
of the whole of dissolved solids and of chlorides, but in the case of
SO. ion only a small increase in the SO ion was recorded (mostly
NaCl p ollut i on ).
Content of Na ion (Fig. no. 13) - this content in initial water during
the principal period of observations from the Jan. 1, 1974 to the
June 17, 1975 fluctuated within limits of 4-6 mg/l. (During the period
of general pollution of the entire aquifer this content increased to
about 350 mg/l, and this period could not be taken into consideration
in our investigations). In laboratory conditions a maximum Na ion con-
tent of 600 mg/l was obtained. In the direct disposal's subsoil (zone
B) almost immediately after the storage of waste material the content
of Na ion increased to about 35 - 80 mg/l, and then kept on growing
in order to arrive at its maximum after 6 months time (240 mg/l on
the July 3, 1974). Following this, to the end of the main observation
period it fluctuated within the limits of 50 - 150 mg/l. In the zone C
certain minor symptoms of pollution appeared in the third month from
the moment of the waste storage, and a systematic rise of the Na ion
content in the fifth month occurred. A maximum Na ion content appe-
ared after 9 months (450 mg/l) and after a periodical fall to the rank
of 60 - 100 mg/l, again increased, and between eleventh and eighteenth
month stayed on the 350 - 500 mg/l level. Very interesting also is the
104
-------
mq/l
o
Ol
2000
1000
9OO
BOO
7OO
60O
500
too
3OO
MAX IN LABORATORY CONDITIONS
THE WHOLE AQUIFES POLLUTED
!EXTEHIUH"TACT5^5
200
100
40
812 28.12 1601 602 270220031704 2OS 22OS11O6 3O7 2407 1308 309 2S.O9 1510 411 2M1 1712 801 29 O1 1902 1103 104 605 17O6 2907 9.O9 2110 20 O1 13042007
1 9
7
3
1 9
7 U
1 9
7
5
1 97
6
Fig. 12 DISPOSAL N^ 1. DIAGRAM OF SOfCONTENT
-------
1GOO -1 1 r -
9 CO-| 1 (-
MAX IN LABORATORY CONDITIONS
r EXTERIOR "»C'0«S
812 28.12 16J31 i 02 2^02 20.03 T70t 205 ZZOS 1106 307 2407 13.0B 309 25 09 1S1O 411 26.11 17.12 601. 2901 19.02 1103 104 605 1706 2907 9 O9 21 JO 2O01 1304 ZOO7
1973
197^.
1975
1976
Fig.13 DISPOSAL N2 1. DIAGRAM OF No CONTENT
-------
course of the phenomenon in the intermediate zone D. After an initial
lack of influence of the disposal on waters of this zone this appeared
very clearly in the sixth month from the storage of waste material.
The content of Na ion increased then from 5 to 120 mg/1 and for the
whole time of observations stayed within 7-50 mg/1 limits therefore
considerably higher than in initial waters. These observations confir-
med fully the significance of greater mobility of Na ion in relation to
other ions and brought to the conclusion, that every forecast of the
migration phenomena cannot have a universal character and must ta.ke
into account entirely different behaviour of various ions. All employed
general methods may only give a close approximation of the phenome-
non.
No increased content of the Na ion at all was observed in the
zone E.
Content of K ion (Fig, no. 14) - in initial water during the principal
period of observations fluctuated within limits of 1,5 - 3 mg/1, and in
laboratory conditions within the 37 mg/1 limit for gob and 400 mg/1 for
ashes. The increase in K ion in the direct subsoil of disposal was
slower than in case of Na ion, and its maximum (l8 mg/l) appeared
with a one month delay. Later on this value decreased to the order
of 6 mg/1 and again rose to about 18 mg/1. In the zone C a more dis-
tinct presence of the K ion (10 mg/l) was ascertained also with an
one month delay (Aug. 13, 1974) in relation to Na ion, and maximum
in amount 60 mg/l was observed with a three monthly delay. In the
zone D and in the zone E practically no increased content of K ion
was observed. Observations of the K ion lead to the conclusions that:
- a much smaller quantity of K ion in relation to its potential content
in the waste material passes in given time to ground waters than of
Na ion
- mobility of the K ion within the aquifer is much smaller
107
-------
mg/l
o
oo
100 •
MAX IN LABORATORY CONDITIONS FOR ASH =i*00mq/l
612 2812 1601 602 2702 2003 "OU 205 2205 1106 3O7 24O7 1308 309 2SO9 1S1O ill 2611 1712 8 O1 29O1 19O2 1103 1Oi 60S 1706 29O7 9O9 211O 2O 01 13 Ot 2O O7
1 9
7
3
1 9
7
4
1 9
7
5
I"
76
Fig.14 DISPOSAL MM. DIAGRAM OF K CONTENT
-------
-the forecasting of migration of both ions, Na and K, with the same
modelling or numerical methods as in the world practice is used is
not well founded, and may lead to errors.
Content of Ca ion (Fig, no. 15) - in initial water during the main
period of observations (18 months) fluctuated within limits of 20 -
45 mg/1 and maximurr obtained in laboratory conditions was 900 mg/1
(for ashes). In the direct subsoil of disposal an increased Ca content
(65 mg/l) appeared already in the first month after the storage; the
first maximum was achieved after 4 months (±20 mg/l), in order, after
a periodical decrease (to 30 mg/l), to achieve a subsequent maximum
in the ninth month (110 mg/l)0 Following this the Ca. content fluctuated
within limits of 40 - 70 mg/l with a slow tendency to decrease. In the
zone C the increase in the Ca content was noted from the 3-rd of
July, in order to achieve the maximum, 250 mg/l, in the ninth month.
Subsequently, the Ca ion content in waters of this zone stayed on the
level of 80 - 200 mg/l with a clear tendency to fall. In the zone D
and zonE no distinct increase in the Ca ion content was noted in re-
ference, to the disposal influence, a fact that speaks for a. small mo-
bility of the Ca ion. Attention also draws the fact, that in relation to
the potential possibilities (900 mg/l) a proportionally small quantity
of Ca ion in field conditions passed to ground waters (max. 250 mg/l),
Content of Mg^ ion (Pig. no. 16) - in initial water shows a much gre-
ater rate of fluctuation and irregularity than is the case with other
ions. These values fluctuate within limits of 1, 2 mg/l to 21 mg/l and
this span is similar as is case of waters in the direct subsoil of the
disposal (2,5 to 21 mg/l),or in waters in the zone C (l to 41 mg/l).
Although difficult is the specify quantitatively the influence of the dis-
posal, unquestionable is that this influence indicates itself through the
fact, that waters of zone with the greatest predisposition to pollution,
are actually characterized with highest, about 2 -times, greater content
of Mg ion in relation to initial water, but show a tendency to decrease
with time.
109
-------
10
812 2812 16O1 6O2 2702 2O O3 17O4 70S 22 OS Tl O6 307 2C 07 1308309 25O9151O li 11 2611 17 n 8O1 29 O1 '9 O2 n O3 1 O4 60S 17O6 29 O7 9.O9 211O 2O 01 13 04 2OO7
1973
1974
1975
1 9 76
Fig.15 DISPOSAL N^. DIAGRAM OF Co CONTENT
-------
mg/l
hi
812 2612 16O1 602 2702 2003 17O4 205 22 OS 1106 307 2407 13.08 309 25O9 1510 411 2611 1712 8 O1 2901 1902 1103 104 SOS 1706 2907 9O9 21 1O 2OO! 13O4 20 O7
1 9
7
3
1 9
7
U
1 9
7
S
1 9
76
Fig. 16 DISPOSAL N21. DIAGRAM OF Mg CONTENT
-------
Content of Pe ion (total iron) - fluctuates in all waters within limits
of 0,01 to 1,3 tng/1; no connection between the disposal existence and
the content of iron is observed however; the higher encount ed values
than average ones and those characterizing initial water happen in di-
sorderly fashion both in time and in locations and should be conside-
red as an incidental occurrence,
Content of Mn ion - content of manganese fluctuates extremely in
initial waters, from 0,05 to 0,9 mg/1 and it seems, although not with
full clarity, that the disposal ha.d, especially during the first period of
observation, a certain small influence on the increase of this ion in
its direct subsoil. It is difficult to specify univocally this phenomenon
in quantitative categories, although on the whole all waters collected
from the wells were indicating a couple of times greater Mn contents
than the initial water.
Ammonium ion (NH.) content - fluctuates extremely within limits of
0,03 - 1,8 mg/1. It appears that the presence of the disposal effects
an increase in the content of this ion, the expression of this is the
fact that in zones, which are affected strongest by the disposal, the-
refore in its direct subsoil and zone C there is number of times gre-
ater content of ammonium ion than in initial waters, and also is 2-3
times greater than in waters of the zone D and in the zone E.
Content of phosphate ion (PQ ) reached in laboratory leachates
5 mg/1 but in ground waters fluctuates within limits of 0,002 to
0,072 mg/le A clear 2 to 8 times greater increase in the PO content
to compare with other wells is observed in the well P-ll, this in both
versions of sampling - in relation to initial water and to other wells.
This can prove that the source of phosphate pollution of waters are
the ashes prevailing in the area of the well P— 11, but this pollution,
taking things quantitatively is minimal beacuse is reflected much weaker
in zone C, and none at all is observed in other zones. It is very di-
fficult to say why so small amount of PO ion has been leached to
ground water to compare with laboratory tests. It could be that
112
-------
ion requires much more water to be leached and it is an ion very
difficult to mobilize.
Content of Al ion (Pig, no. 17) - both in initial waters and in waters
influenced by the disposal fluctuated within limits of 0,01 to 0,6 mg/1,
whereby this variability had a time character and not dimensional.
Therefore this can be sta.ted that disposal had no influence on the Al
ion content in ground waters affected by it, the more so as the res-
pective maximum value obtained in laboratory leachat es was 0,4 mg/1
value (except one test where it was 2 mg/l).
Content of cyanides (CIsQ (Pig. no. 18) - in initial waters fluctuated
within 0,0002 to 0,004 mg/1 limits. (One sample was 0,011 mg/l). In
waters of the disposal's direct subsoil,zone B, in the first year of
observations the corresponding values fluctuated within 0,003 to
0,02 mg/l limits, therefore were- about 10 times higher.- In a somewha,t
lesser degree an increased (0,0008 to 0,008 mg/l, i.e. about 3-fold)
content of cyanides was found in the zone C. Also a little higher
value, although in still sma.ll quantity this was encountered in the
zone D. Therefore in all, seems that the disposal had influence on the
increase in the cyanide content in the zone of its influence, to about
10 times, for which is speaking also the parallelism of curves on the
enclosed diagram (totting up the cyanide contents). During the second
year of observations, as already known, a general pollution of the
entire aquifer took place, and this period cannot be taken into account
in arriving at conclusions.
Content of phenols in initial water fluctuated within 0,01 to 0,2 mg/l
limits. In waters of the direct subsoil of the disposal zone B and
zone C as well, also in the zone D these values as a rule were little
higher. Omitting single cases observed about 2-fold increase was in
the contents of phenols. Typical was, that during the period of po-
llution of entire aquifer horizon the content of phenols rose only mini-
mally, and during that time their content in initial waters was higher
than in waters remaining under the influence of the disposal. This
very small influence if any of the disposal on phenols content confirm
113
-------
nig/1
602 2O03 17O". 20S 22OS 1106 307 ?(. 07 1306 3 O9 2S09 1510 <• 11 2611 1712 801
1 04
1 9 7
1975
2907
1304
1976
Fig. 17 DISPOSAL Nn DIAGRAM OF Al CONTENT
-------
l-»
(Jl
ng/l
THE WHOLE AQUFES
00200-
00100-
00090-
oooao-
0.0070
OOO60
aooso
OOO4.O
OOO30
OOO2O
OOO10
OOOO9
O0008
O.OOO7
OOOO6
OOO05
OOOOi.
OOO03
OO002
OOOO1
MAX IN LABORATORY CONDITIONS
20 03
3^ EXT£FIOR FA
A
! \
\
\ /
15 10
801
1 9 7 i»
-^
' OU
2907
•3 0<.
1975
1976
Fig. 18 DISPOSAL N^1. DIAGRAM OF ON CONTENT
-------
also their small content in laboratory leechates which was considered
below 0,022 mg/1.
Content of the Cu ion (Pig, no. 19) - in initial water fluctuated within
0,001 to 0,006 mg/1 limits (during the period of general pollution of
the aquifer it rose to 0,03 mg/l), in laboratory leachates the presen-
ce of Cu ion was found in quantity 0,034 mg/L In the zone of direct
disposal subsoil the Cu ion content fluctuated within the same limits
as in initial water and in a similar time period. Clearly increased
however contents of the Cu ion were found in the zone C directly
downstream of ground waters, where respective values were from 0,002
to 0,44 mg/1 and in the time aspect were 2 to 5 times greater from
respective values for initial waters. Parallelism of curves on the enclo-
sed diagram indicates a clear addition of the Cu ion content along the
width of water flowing under the disposal. This proves furthermore
that presence of the disposal most probably causes the increase in
the Cu ion content in ground waters from 2 to 6 times.
Content of the Zn ion (Pig, no. 19) - in the initial water fluctuates
within the 0,004 to 0,05 mg/1,in laboratory leachates 0,06 to 0,13 mg/1
limits, and in ground waters from 0.007 to 0.14 mg/1. Analysing howe-
ver the spatial and time aspects of these values one can say, that
only 2 from 4 series of analyses did indicate increased content of the
Zn ion in the subsoil of the disposal and in the zone C, also in
zone D, while 2 remaining series did not indicate this phenomenon. The
fifth series was disregarded, where clearly was indicated pollution of
the entire aquifer. In the light of the above the influence of the dis-
posal is almost sure.
Cojntent of the Hg, ion (Pig, no. 20) - in initial waters fluctuated wit-
hin 0,1 to 0,8 /ug/1 limits, in laboratory leachates within 3 jug/1 (ash)
to 5.4 /ag/1 (gob.). In the subsoil of the disposal this value was almost
the same, and in the zone C little higher periodically. Higher values
were observed also periodically in the remaining zones for this reason
difficult is to give an unequivocal answer regarding to what extent the
disposal effects the mercury increase in,but the fact of influence on
116
-------
Fig19 DISPOSAL N21. DIAGRAM OF Zn Cleft) AND Cu (right) CONTENTS
-------
p
03
jug/I
OMO-r—
3«50-f
0100-I
-> 200
0X30-
O90-
080
070
D60
oso
0«>-
MAX IN LABORATORY CONDTONS
1 9 7
a
1 0^. 29 07
1975
1976
mg/l
OO9O-^
1974
1975
1975
Fig. 20 DISPOSAL N91. DIAGRAM OF Hg (left) AND Pb (right) CONTENTS
-------
ground waters is almost sure. Quantitative assumption is difficult as
the laboratory leachates indicated the high content of mercury.
Content of Pb ion ( Pig. no. 20 ) - in initial waters fluctuated within
0,002 to 0,025 mg/1, in laboratory leachat es to 0.081 me/1 lirrits. Small
only increase was found in the ground waters (to 0.05 mg/1, only in
the zone). One has no clear indication as to the influence of the dis-
posal on increase in the lead content in ground waters, although the
existence of such influence with a small rate (2 times) is very possible.
Content of As ion (Pig. no. 21 ) - fluctuated in initial water within
0,001 to 0,01 mg/1 limits, in laboratory tests it reached 0,1 mg/1. In
ground waters remaining under the influence of the disposal periodically
observed were increased amounts of As ion within limits reaching
maximally 0,033 mg/1, which would indicate that the disposal influenced
the increase of about 3 times.
Content of Sr ion (Pig. no. 21 ) - in initial waters fluctuated within
the 0,056 to 0,090 mg/1 limits (higher value could be resulted fromthe
general pollution of the aquifer. Laboratory leachat es showed the va-
lues up to 1.5 mg/1. Respective values for waters under the disposal
fluctuated within 0,15 to 0,32 mg/1 limits (therefore about 3 times gre-
ater), for the waters of the zone C within limits of 0,25 to 0,5 mg/1
(therefore 5 times greater), and for waters of the zone D within 0,08
to 0,12 mg/1 limits (about 40 % greater). The above date, prove a
clear influence of the waste disposal on increased content of stron-
tium in ground waters and high mobility of Sr ion both in solubility
as well as within aquifer.
of Cd ion (Pig, no. 22) - in initial waters fluctuated around
the 0,002 mg/1 values (higher 0,008 mg/1 value was probably connec-
ted with a general pollution of the a,quifer ),whilst in laboratory tests
maximum value 0,02 mg/1 was obtained. In waters of zones remaining
under the influence of the disposal noted were in many cases incre-
ased quantities of the Cd ion, which seems to indicate that this ion
is passing from the disposal to ground waters.
119
-------
mg/
197^
1975
1976
i OOO-j
0 90O-J
0 9OO-^
a 700 -j
0600 -j
0 50C
009C
o oeo -•—
0 O7O -]
oo&o -1
oc&o -
OCn.0-
0020-1- ,-.._--
1975
1976
Fig. 21 DISPOSAL N^ 1. DIAGRAM OF As Cleft) AND Sr (right) CONTENTS
-------
MAX IN LABORATORY CONDITIONS
ro
4-
3 10O
0 09O
0080
OOTO
0 060
0050
0040
OO'O
OOO9
OOOB
0 007
0006
OOOS
OOO4
\ \ I
\ \l
\ i V
10<. 29 07
1 9 7 i
1975
1976
1974
1975
H976
Fig. 22 DISPOSAL N21. DIAGRAM OF Mo (left) AND Cd (right) CONTENTS
-------
Cont ent of Mo ion ( Fig, no. 22) - in initial water fluctuates within
the 0,008 to. 0,001 mg/1 limits and indicates a clear downward tenden-
cy with time. In laboratory leachates it ammountcd up to 0,23 mg/1
in ash and only to 0,034 mg/1 in gob. Observed was a very pronounced
increase in the molydbenum content in the direct disposal's subsoil
(0,02 to 0,12 mg/1, therefore about 15-fold) and also in the downstream
zone C of the ground waters (0,025 to 0,070 mg/1, i.e. almost 10-fold
greater). This influence manifested itself also in the zone D although
with a great delay of time. On the whole the disposal did exert a
clear and serious influence on the increase in the content of molybde-
num in ground waters. It shows also high mobility of this ion.
Cont ent of Cr ion (Pig. no. 23 ) - in initial water fluctuated within
0,003 to 0,028 mg/1 limits, in laboratory leachates this was 0,067 mg/1
(in ash) and in ground waters influenced by the disposal was from
0,002 to 0,016 mg/1. These values show that there no connexion exists
between the Cr ion content in ground waters and the disposal presen-
ce.
Cont ent of B ion (Pig. no. 23) - in initial water fluctuated within the
0,02 to 0,09 mg/limits. In laboratory leachates it was found up to
7,2 mg/1 in ash and up to 1 mg/1 gob. Respectively in the direct sub-
soil of disposal B content within limits of 0,1 to 0,46 mg/1, and in the
zone C of from 0,55 to 2 mg/1, and in the zone D within limits of 0,06
to 0,02 mg/1. The above values and also the parallelism of diagrams
show a clear connection existing between the presence of tlie disposal
and the increased about 25 times content of the boron ion in ground
waters. The potential pollution by boron is extremely high especially
in the case of ash as well as the mobility of B ion is wery high.
MASS ANALYSIS OP MAIN POLLUTANTS LEACHED PROM THE DIS-
POSAL
Main components (omitting the quantitatively insignificant, yet qua-
litatively harmful heavy metals) polluting the ground waters in the area
122
-------
to
w
rg/l
0070-|
onso-
' MAX !N LAiiORATORY
i
CONDITIONS '
I !
0010
OO09-I-
0008 4-
aocn-j-
0006-(-
1975
1976
C90-
C9C-
OO90-;
C080-
\
V
1 9 7 S
1976
Fig. 23 DISPOSAL N°1. DIAGRAM OF Cr Cleft3 AND B (right) CONTENTS
-------
-WATER "RENCH
M
if*
"P-7
O 171 1.2
Explanation
Monitoring well
i?1 50 Elevation of grounawater table
in meters aoove see ievei
171 5 Conrour of gnxindv/aier taole
P-7
o
/ T71 51
" 171 SO " ,7,
/'
SCALE
10m
DISPOSAL
.P-10
Fig. 24 DISPOSAL N^ 1. THE CONTOUR MAP OF GROUNDWATER TABLE APRIL 17.1974
-------
-WATEfi TiENCH
to
Ul
P-7
0 232.0,
Explanation
Monitoring well
TDS content in mg/l
p- 1
162 0
150 - Contour of IDS content
P-6
0 1660
P-i.
0 153 a..
P-3
°1600
SCALE
10m
P-2
o
207d
P-1
O
162 0
J>-8
1^61
,1SO
..200 -
P-9
-O-198 0
Fig. 25 DISPOSAL NS1. THE CONTOUR MAP OF TDS CONTENT APRIL 17.1974
\
\P-10
°, K^ 0
I
-------
- WIUER TRENCH
10
Explanation
O Monitoring well
T09 Cf content in nig/I
— 8 Contour of Cl~ content
Fig. 26 DISPOSAL MS 1. THE CONTOUR MAP OF CTion CONTENT APRIL 17.1974
-------
. WATEfl TRENCH
to
-J
Explanation
p-1
O Monitoring well
750 SOJ3content in mg/l
— 30 Contour of S0^2conlefit
P-6 \
P-i.
'P 79 S
\
\
P-3
SCALE
lOm
P-2
O/
79 5
I
. \
-P-1O
Fig. 27 DISPOSAL N° 1 THE CONTOUR MAP OF S0:2ion CONTENT APRIL 17.1974
-------
-WATER TRENCH
to
00
Explanation
P-1
O Monitoring wel
10m
in meters above see level
-1716 Contour of groundwater rable
Fig.28 DISPOSAL N° 1. THE CONTOUR MAP OF GROUNDWATER TABLE AUG. 13.1974
-------
.WATER TRENCH
Explanation
p- 1
O Monitoring well
13 U O H35 content n mg/1
—100 Contour of IDS content
10m
Fig.29 DISPOSAL N° 1. THE CONTOUR MAPOFTDS CONTENT AUG. 13.1974
-------
-w&ren TRENCH
o
f>-7
085
Explanation
0 Mortaring well
11W O'cbntertf in mg/l
^ SO fi'f "•- Contour of
r'-u
o 85
SCALE
1Om
Fig.30 DISPOSAL N2 1. THE CONTOUR MAP OF CTion CONTENT AUG. 13.1974
-------
. WATER 'BENCH
OJ
P-7 ,^-
°1020
Explanation
-
O Monitoring well
60 O S0^2content in mg/l
— 1OO - Contour of SO^'content
P-6
\\.^NX^'V-V>\
°O " 90001 ' '; I
P-2
o •
130C
P-3 P-1
°665 °
&OO
DISPOSAL-,. x
SCALE
10m
Fig. 31 DISPOSAL N°1. THE CONTOUR MAP OF S0;2ion CONTENT AUG. 13.1976
-------
_ WMER TRENCH
h*
OJ
to
Explanation
SCALE
10m
P-11
0 '7166
DSPOSAL
Mondonng well
171 6S Elevation of groundwater tabte
in meters above see level
— 17i & Conrour of groundwater tabte
Fig.32 DISPOSAL N21. THE CONTOUR MAP OF GROUNDWATER TABLE JULY 29.1975
-------
WATER TRENCH
Explanation
O Monitoring well
1390 TDS content in mg/I
—200 Contour of TDS content
10m
Fig. 37 DISPOSAL N^ 1. THE CONTOUR MAP OF TDS CONTENT APRIL 13.1976
-------
-WATER TRENCH
u>
P-7
Explanation
O ' Monitoring we't
2060 ^DS content in mq/l
-200 Contour of 1"DS content
P-6
0 KO.O
•P-9 .
3 101401
P-i. P-2
O 1820 O '
2700]
P-3 > P-1
\ x : ^DISPOSAL //I
• 'ooo -
P.-12'
9100,
600 -
500
00-
_JQO_=
P-10
SCALE
10m
Fig. 33 DISPOSAL NQ 1. THE CONTOUR MAP OF TDS CONTENT JULY 29.1975
-------
- WATER TBENCH
CO
Ol
Explanation
SCALE
O Monitoring well
8 5 CI" content in mg/l
— ^0 Conrourof Cl" content
Fig. 34 DISPOSAL N2 1 THE CONTOUR MAP OF CHon CONTENT JULY 29.1975
-------
_ WATER [RENCH
P-7
° 7 5
Explanation
P -1
Q Monitoring well
900 SG^'contem r\ mg/l
-100 Contour of SO^2conier-l
P-3\
0 ,_,\
-8 '
SCALE
\
P-1
0
90 0
Fig. 35 DISPOSAL W 1. THE CONTOUR MAP OF S0;2ion CONTENT JULY 29.1975
-------
. WHTER TSENCH
CO
-J
Explanation
-P--5
1 —70
?.-<*
,0 „,,
P-3 P-1
SCALE
DISPOSAL
10n
P-9-
P-12'.
.' P-1O •
1, E,Zim*««rWbl, Fiq.36 DISPOSAL N° 1. THE CONTOUR MAP OF GROUNDWATER TABLE APRIL 13.1976
in rr eterr ODCVP see lewei
-n- 9 Contour or groundwater Joble
-------
. VWSIEB TRENCH
00
Explanation
P-1
0 Monitoring well
9 0 Cf cohtent in mg/l
_ 1O —— Contour of Cl" content
10m
Fig. 38 DISPOSAL N21. THE CONTOUR MAP OF CHon CONTENT APRIL 13.1976
-------
-WATER TRENCH
OJ
P-7
0 350
Explanation
P-I
O Monitoring well
600 SO^cor.tent in mg/'l
-100 Contour of SO^lonlent
SCALE
10m
SO-
Fig. 39 DISPOSAL N° 1 THE CONTOUR MAP OF S0;2!on CONTENT APRIL 13.1976
-------
of the disposal are TDS then the sulphates and the chlorides. Por
these components a mass analysis was made regarding their quantities
carried off by the ground waters out of the disposal, and speaking
more exactly, to beyond that part of the aquifer which underlies di-
rectly the disposal.
Quantitative calculations were based on:
- the water table contour maps, the conductivity of the acquifer
layer, and the map of concentration of the above named components
in various time periods (e.g. the figs no. 24-39);
- chemical analyses of waters in wells chosen on the basis of the
provided above materials;
- the formula for the mass of conveyed components is in a form of;
M = Q . A c . t (6-1)
where;
Q - quantity of water flowing through a section under study
in m /d
Ac — increase in component concentration in water departing
the area of contact with disposal, as compared with
pure ground water entering into contact with disposal,
/ 3
in g/m
t - time in days.
The quantity of water flowing through the computation section was
determined with the formula:
Q = k.m.L.i (6-2)
where the;
k - coefficient of filtration in m/d
m - depth of the stream in m
140
-------
L - width of the stream in m
i - hydraulic head.
It appeared from the analysis of available materials that the ma-
jority of pollutants leaved the region of disposal in the section bet-
ween wells no. 8 and 9, small quantities also in a section between
wells no. 8 and 2, and practically insignificant quantities (of under
1 %) in all other sectors.
The increment in concentration of particular components was com-
puted in such a way, that an average value of component was taken
from two monitoring wells typical for a given section and then from
this value subtracted was content of component in question contained
in initial ground water. Derived from two subsequent values an average
value was considered as representative for a given time.
The results of calculations are presented in table below;
Quantities of leached pollutants from disposal by weight
and in per cents
Table no. 6-7
Component
TDS
Sulphat e s
Chlorides
Others
Direction of flow
Section
8-9
kg
10 716
7 138
1 500
2 078
Section
2-8
kg
708
404
197
107
Remaining
kg
ca 70
ca 33
ca 24
ca 13
Total
kg
11 494
7 575
1 721
2 198
% in rela-
tion to de-
posited
mass
0,76
0,50
0,11
0,15
As from the above mass computations appears leached from the
disposal during 2 /2 years of observations was 0,75 % of its mass,
which constitutes about 80 % of soluble components contained in the
stored mass. The quantitatively greatest pollutant were the sulphates,
141
-------
which made up about 70 % of the carried off mass; the quantity of
leached sulphates constituted about 30 % of their total content in the
disposal mass, calculated on the conversion from SO to SO compo-
nent on about 20 500 kg.
ESTIMATION OP THE DEGREE OP POLLUTION BY PARTICULAR
COMPONENTS IN THE LIGHT OP DRINKING WATER STANDARDS
The appraisal to what extent the particular components may thre-
aten the quality of ground water, unde rgoingthe influence of disposal,
were arrived at through comparisons made of allowable contents of the
components for waters of the I, II and III class of purity (according
to the Polish Standards) and USA and WHO drinking water standards,
with the actual contents of the same components in the laboratory
leachates and in the ground waters of the disposal environment.
As from the table no. 6-8 appears, in the light of obligatory
regulations the most unequivocal threat to the quality of ground wa-
ters may manifest the sulphates, as their concentration in ground
waters was exceeding four times the concentration allowable by Polish
Standards and US Standards making such waters practically not fit for
use. The second important component exceeding permissible standards
are TDS the quantity of which is exceeding the allowable amounts also
4 times. The third in succession component clearly exceeding the stan-
dards are the chlorides, the content of which in relation to the re-
quirements was two times greater. So far as the remaining components
are concerned one can say, that;
pH of in polluted ground water almost meets standards
Pe contents in polluted ground water exceeds standards
jyfn 11 i" » ii ii 11
CN " " " " meets standards
phenols " " " " exceeds standards
Hg " " " " meets standards
Cu " " " " meets standards
142
-------
Comparative specification of potential danger to ground water
Table no. 6-8
Compo-
nent
PH
TDS
Cl
S0x,
Fe4
Mn
P04
CN
phenols
Pb
Hg
Cu
Zn
Cd
Cr
B
As
Mo
Sr
COD
Mn02
COD Cr
BOD5
Unit
PH 3
mg/dm
— " —
_ ii _
_ ii _
m_ it _
_ ii __
_ ii _
_ ii _
_ ii _
— ii __
_ it _
_ ii _
— " —
_ 11 _
_ ii _
_ M _
_ ii _
mm ii _
— " —
_ ii _
_ it
Allowable maximal content in waters
Polish Standards
I Cl.
6,5-8,0
500
250
150
1,0
0,1
0,2
0,01
0,005
0,1
0,001
0,01
0,01
0,005
0,5
1,0
1,0
-
-
10
40
6
II Cl.
6,5-9,0
1000
300
200
1,5
0,3
0,5
0,02
0,02
0,1
0,005
0,1
0,1
0,03
0,5
1,0
1,0
-
-
20
60
5
III Cl.
6,0-9,0
1200
400
250
2,0
0,8
1,0
0,05
O,05
0,1
0,01
0,2
0,2
0,1
0,5
1,0
1,0
-
-
30
100
4
USA
6,0-8,5
500
250
250
0,3
0,05
-
0,012
0,001
0,005
0,001
1,0
5,0
0,01
0,05
1,0
0,01
0,05
0,1
7,5
50
2,5
WHO
500
200
200
0,3
0,1
-
0,01
0,001
0,02
0,001
1,0
5,0
0,05
0,05
1,0
0,2
-
-
10
40
5,0
Content in
laborat ory
leachat e
8,5-12,0
3000
680
2000
23,9
-
5
0,032
0,02-1,0
0,08-0,5
0,006
0,034-0,2
0,13-4,0
0,02-0,05
0,065
0,4-7,0
0,1
O,22
1,5
8,0
29,9
—
Maximal
content
found in
ground
water
6,8-8,7
2100
600
900
1,3
0,9
0,07
0,02
0,025
0,05
O,0009
0,04
0,14
0,012
0,025
2,1
0,032
0,15
0,5
rank 2-3
—
3,5
h1
*>
co
-------
Zn contents in polluted ground water almost meets standards
Cd " " " " " exceeds standards
Cr " " " " " meets standards
B " " " " " exceeds standards
Ac tl II II II II II II
SUMMARY OP RESEARCH CARRIED OUT ON DISPOSAL NO. 1
The results acquired in the research performed on the disposal
no. 1 allowed of their critical assessment and drawing of conclusions
of methodical and of substantial character. In the scope of methodology
they allowed to draw conclusions and to propose the classification of
waste material and of its laboratory examination, the localization of
monitoring wells, the water sampling and the hydrogeological surveys.
In the competence of substantial conclusions they allowed the de-
terminations of quantities of particular components, passing from the
disposal to ground waters and of danger which they may pose to the
ground waters quality. It was successful to some extent to draw con-
clusions regarding the directions and the velocities of pollutant migra-
tion, and also regarding the masses of leached components.
Methodological conclusions
1. The waste material under study can not be considered as uniform,
as it differentiates clearly and one can distinguish the following
groups:
Group I - Coal mining refuse
Sub-group A) Dry refuse - included into it can be material
coming from ripping, from preparatory work
and from dry separation.
144
-------
Sub-group B) Wet refuse - included here is material coming
from coal washeries and from floatation pro-
cesses,
Group II - power plant wastes
Sub-group A) Ply ashes
Sub-group B) Slags (bottom ashes).
2. The laboratory investigations of wastes allowed to appraise the
kind and the maximal practical concentration of basic leachable
components. With great caution must be treated their results for
drawing conclusions regarding the total masses of possible to
leach components, as laboratory leaching did not take into account
to a sufficient degree the time factor.
3. The observation system afforded an answer to basic questions
put at the research program.
4. No essential influence of prior pumping out of monitoring wells
before sampling on the result of water analysis was observed.
5, The most appropriate method of water sampling appears to be a
prior scooping of water from each well in quantity about double
the volume of the well to remove the stagnating in well water,
without infringing on the natural regime of ground waters.
6. The adopted in investigations frequency of water sampling every
three weeks must be recognized as sufficing to determine the
gist of the occurrence, and of all its components, and not only
for a random confirmation of the fact of pollution. A more rare wa-
ter sampling may lead to substantial errors.
7. Very important is to have at one's disposal exact comparison
data concerning pure ground waters to distinguish the pollution
not connected with the disposal presence - because such appe-
arances could point to the disposal as their source.
145
-------
Substantial conclusions
1. Dry disposal of wastes coming from mines of bituminous cool
(70 %), and of fly ashes and slags from power plants fired with
coal (30 %), localized above the ground water table, and only
periodically immersed in its bottom part, was affecting in a clear
way the pollution of ground waters.
2. Clear signs of pollution in the zone of disposal appeared in the
seventh month after the storage of material, although initial signs
in a shape of gradual increase in pollution in direct subsoil of
the disposal were occurring right from the moment of wastes storing.
3. Observed was clear dependence between precipitation values and
the increase in pollution. This occurrence was very pronounced
in initial stage of observations, later this blurred a little, and this
can be explained by subsequent superimposition of particular wa-
ves of pollut ion.
4. The main body of pollutants was displacing itself with a velocity
approaching velocity determined by classical methods for a water
flow in aquifer.
5. No distinct quantities of pollutions was observed outside the main
direction of ground water stream flow, i.e. in the directions where
although does exist a gradient in the water table but is much
smaller. This would signify, that the pollutants are carried chiefly
in the main stream of the ground waters' flow.
6. The reach of dispersive displacement of pollutants of conside-»
rable concentration was very small. Prom practical view point,
when the disposal is situated in conditions of a distinct hydraulic
gradient such a displacement may be disregarded. The attention
must be drawn however to a very different mobility of particular
ions, and their ability to different moving away from the main di-
rection of stream carrying the pollutants.
146
-------
7. The presence of a disposal 2.5 m high induced in the underlying
it aquifer clear qualitative changes, whereby these pollutions were
most conspicuous direct down the stream of ground waters, smaller
in the direct subsoil of the disposal, and only very small in the
zones of lesser gradients of the ground water table.
8. Taking into account particular parameters and components of
waters polluted by the disposal, one may state that disposal
2.5 m thick in ground waters of drinking quality did effect following
changes;
- increase in weight by volume of underground waters by about
0,2 %
- increase in waters' conductivity about 10-fold, whereto for quick
orientational designations multiply the conductivity value in ju/s
by coefficient 0.7 is sufficient to obtain the sum of total dissol-
ved substances in mg/1
- increase in total of dissolved substances about 10-fold, with
a clear dependence particularly during the first period on the
amounts of precipitation
- increase in the content of ion Cl to 40 times
" " " " SO to 10 times
4
_ " " " " Na to 100 times
» » " " K to 20 times
" » " " Ca to 6 times
_ ii » " " Mg t o 2 t imes
ii n ii ii NH to 4 times
4
_ ii n ii » PO to 8 times
4
_ 11 ii " " CN to 10 times
_ it ii " " phenols to 2 times (if any)
_ n n ii » ion Cd to 3 times
_ ii M » " Sr to 5 times
_ M ii » " Cu t o 6 times
147
-------
- increase in the content of ion Pb to 2 times (if any)
- increase in the content of ion Mo to 15 times
" " " " B to 25 times.
It appears however, that the existence of the disposal did not
effect any increases in the Pe, Mn, Al, Cr content nor a clear
change in the pH reaction.
Due to non-uniformity of results difficult is to answer to what
extent the disposal effected an increase in ground waters in the
Zn, Pb and Hg. This influence cannot be excluded and it may
express itself with values within limits of two to three times.
9. During the two and half years of duration of disposal with a
3
volume 150O m , leached out from it was about 11.500 kg of
pollutants (0,75 % of its mass), which makes about 8O % of so-
luble components contained in the stored material.
1O. The main pollutants were sulphates, then the TDS, and among
heavy metals the boron, molibdenum and copper.
11. Very different presents itself comparison of the quantity of par-
ticular components contained in disposal, that pass into the
ground waters. These quantities are showing a wide span, and
an extreme instance may here be comparison of sodium and po-
tassium. If in the case of sodium its maximal values in ground
waters as opposed to acquired ones in laboratory conditions
amounted to nearly 85 %, then in the case of potasium these
were coming only to 15 %. Very different is also the mobility of
particular ions, and different the trend to a dispersive displace-
ment.
12. In the light of the above a generalizing conclusion prompts itself,
that accurate forecasting of pollution increase in ground waters
as effected by the disposal cannot be performed in a universal
way with the application of the same criteria for all polluting com-
ponents. Entirely different can be both the quantity and the range
of pollution by different components.
148
-------
SECTION
RESULT OF TESTS ON THE DISPOSAL NO. 2
LOCATION, CLIMATIC AND HYDROQEOLOGICAL CONDITIONS
The second test disposal is located at a. distance 200 km South
West from Wroclaw. It is an old open-pit mine of stowing sand explo-
ited in the Sixties for the needs of deep coal mining. This open pit
3
has a capacity of about 800.000 m and decided was to include it,
into the research in place of a previously planned small disposal, in
the framework of this project, of capacity 100 m . For the occasion
arose, as in this abandoned for 6 years open pit commenced a,t the
beginning of 1975 a systematic storage of gob coming from situated
in a vicinity deep coal mines.
The disposal is situated on an area of a morphological eleva-
tion, where the terrain surface is within limits + 275 mto + 280 m above
s.1. and declines in various degrees toward all directions from the
disposal. To the East a.t a. distance of 1 km the elevation of terrain
comes to about 255 m above sJL, and to the North these values
occur already at distance of about 300 m. In the Western and Sout-
hern directions the terrain declines more gently to ordinates + 265
to + 275 m above sea level. The surface of the terrain cover me-
adows and arable land and in the direction about 1 km East the fo-
rests occur. The average long term precipitation value for this area
amounts to 731 mm, and a maximal storm precipitation that was ever
recorded within one hour was 70.3 mm. An essential element of carried
out investigations especially on account of the disposal being positio-
ned above the ground water table (which will be discussed further on)
149
-------
Ul
O
l*00fi » % mile
(2) Monilonng well
?735 Land surface etevalian
Sendpn slopes
;6O Contour of land surface
jggggJJ Gob disposal June 3O 1976
• -~. Geological sect^nj
Fig.40 DISPOSAL NO 2. THE SURFACE MAP OF DISPOSAL AND INVESTIGATED AREA
-------
DISPOSAL NO. 2
THE AVERAGE DAILY TEMPERATURES
Table 7—1
Day
1
2
3
4
5
6
7
a
9
10
11
12
13
14
15
16
17
IS
19
2O
21
22
23
24
25
26
27
28
20
30
31
Monthly
averatie
1973
I
1,2
3,0
3,4
2,1
3,8
6,1
5,8
0,3
-1,4
1,6
4,4
5,5
5,2
5,0
5,1
5,0
4,1
5,1
6,0
3,2
3,6
3,2
2,8
4,8
4,0
4.3
1.4
O,2
1,2
1,4
2,2
3.4
II
1,9
3,6
0,4
-2,5
-3,3
-2,9
-2,4
-2,2
-3,6
0,1
I,7
4,0
3,6
3,4
-I,7
-5,5
-5,9
-1,1
0,1
0,1
-0,5
-5,0
-2,4
I,9
-0,4
-1,6
-0,4
0,8
-0,7
III
3,0
5,2
7,4
6,2
5,1
7,3
7,8
8,0
9,8
11,5
1O,2
8,6
6.2
4,5
6.6
7,0
1,6
1,4
5,2
6.2
-0,3
-0,2
1,5
1,0
2,2
1,3
2,1
7,4
4.]
2,8
1.1
-5,0
IV
1,8
4,5
5,8
9,2
13,3
13,5
8,1
7,5
7,2
6,2
3,2
3,1
4,2
4,6
9,8
9,5
5,3
5,2
6,4
7,2
7,7
7,8
8,2
9,9
6,0
5,8
7,7
0,0
13,0
12,6
7,4
V
10,1
11,2
10,3
8,8
11,0
14,8
18,2
18,1
14,7
14,6
14,7
15,8
12,1
18,1
19,4
16,1
18,2
18,3
20,4
15,9
15,2
12,9
9.4
11,2
11,5
11,4
13, i
16,0
17,2
15,2
10,9
14,4
VI
7,3
6,6
11,7
12,8
11,3
10,8
12,6
12,2
14,8
16,2
17,2
18,7
20,2
18,3
21,6
21,5
14,3
13,8
15,5
19,1
19,4
20,7
20,5
21,8
19,6
18,7
VII
12,4
19,8
20,2
20,0
20,4
20,3
19,6
20,0
21,4
21,4
20,7
21,1
20,4
22,9
24,0
23,7
20,0
18,4
18,3
15,6
15,3
18,0
20,5
20,7
13,5
12,6
19,8 j 14,3
16,7 ! 14,2
.12,9 | 20,2
13,2
16,0
18,6
18,7
18,0
VIII
18,2
16,4
16,7
18,5
16,4
19,1
20,6
21,2
22,0
20,7
21,6
21,O
15,6
14,6
16,8
19,4
20,1
17,7
16,5
17,2
17,7
18,7
19,1
16,4
17,8
16,2
17,2
16, 0
17,2
18,1
19, 0
18,2
IX
19,6
20,1
20,0
19,5
17,7
14,8
15,1
13,0
11,4
15.1
16, 0
13,9
11,8
14,6
17,4
18,6
19,4
20,2
18,0
16,8
16,2
15,8
14,7
17,4
16,4
18,2
14,9
18,8
19,2
18,8
16,8
X
19,4
15,8
15,4
13,3
10,0
12,3
ll,u
8,5
6.7
5 . 0
-1,0
3,0
6,9
10,0
4,8
9,5
8,7
7,8
8,6
6,8
8,0
9,8
10,6
8.0
3,8
3,2
5,4
4,8
6,4
8,1
5,1
B,4
XI
3,7
4,6
7,7
7,6
7,6
6,9
6,5
7,0
4,0
2,6
0,8
0,9
1.7
3,5
3,0
3,1
2,2
7,9
4,9
3,2
0,4
-<-.,-]
--,'"'
-3."
-8,4
-'-' i !i
-5,')
1,-i
5.0
5,2
2,3
XII
4,6
5,8
4,4
4,4
2,9
4,1
0,9
2,4
2,6
1,5
-0,4
-1,8
0,8
-0,1
-3,4
-2,5
0,1
-5,3
-11,9
-3,2
-1,6
2,3
2,4
2,0
1.7
I), 1
4,0
-V
T 7
-C/,7
",!
|),7
1976
I
1,7
2,0
3,3
-0,5
-2,8
O,7
-2,1
1.2
2,7
2,6
3,5
6,1
2,6
-0,3
-0,4
-5,7
-2,0
-3,8
1,0
2,0
3,2
1,7
3,2
-O,4
-3,9
-4,4
-7,0
-7.0
-8,3
-7,6
-8,0
— v ' 9
II
-8,4
-7,0
-8,5
-2,8
-1,6
-5,6
-5,5
-7.2
-4,6
-3,4
-2,1
-2,8
-4,2
-1,4
1.1
-0,2
-1.7
-1,6
1,3
2,O
1,2
0,2
0,0
-1,2
-0,4
4,2
5,6
4,6
5,7
-1,5
III
5,2
3,4
0,5
-2,7
-5,6
-3,4
-4,6
-4,1
-1,5
-3,0
-4,8
-3,9
' -1,2
0,3
1,4
3,8
2,6
O.I
-0,1
-3,9
—5,3
-4,1
-4,1
-2,6
1,4
5,0
5,1
4,8
8,8
8,9
8,2
0,1
IV
11,8
12,4
15,2
12,5
12,4
12,4
7,0
4,O
4,0
3,8
4,8
6,4
8,5
9,6
7.4
9,8
10,7
11,4
12,6
11,2
S.O
3,0
2,0
6,3
6,3
5,6
fa, 9
2,1
1,6
4.3
7,8
V
7,2
9,6
13,2
14,6
14, a
.13,8
14.4
14,1
16,4
17,1
17,4
16,7
14.7
7,6
9,3
13,2
14,4
16,2
16,2
16,5
14,9
10,1
12,1
1O,4
15,4
16,6
12,4
11,8
11,9
113,4
1 1,8
13,5
VI
10,7
11,0
11,3
9,6
13,0
14,2
17,2
18.1
14,9
12,7
14,4
15,8
16,4
14,2
16,2
11,8
11,9
17,2
20,0
21,0
20,1
18.8
18,4
18,5
19,7
20,0
21,8
O O (^
22,&
21,2
16,5
VI]
20,8
19,7
2n,6
22,O
18,8
15,6
17,0
17,0
16, 0
14,1
17,4
20,0
21.3
20,4
19,4
20.7
22,6
25,0
25,6
24,5
22,7
16,0
15.5
14,8
14,4
18,2
17,6
.18,2
15, 2
17,6
19,5
19,0
VIII
14,8
14,1
14,5
14,5
14,0
14,4
13,8
14,4
15,6
17,8
17,5
17, ;.i
16,6
14,2
15.6
16,2
17.0
14,8
14,3
14,6
13,2
13,0
13,4
14,0
17,0
18,6
19,2
18,6
19,5
19,4
18,9
15,8
-------
DISPOSAL NO. 2
THE DAILY AND MONTHLY SUMS OP PRECIPITATIONS
(in mm)
Table 7-2
Day
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Mgnthly
1 9 7 5
I
28,3
.
,
3,2
3,5
O,0
O,0
1.2
.
.
.
.
0,0
.
.
.
.
.
.
.
.
.
.
0,0
1,7
0,0
.
0,3
0,5
.
•
38,7
II
2,3
4.5
.
.
.
.
2.5
,
.
.
.
.
0,7
1.1
.
.
.
0,4
16,1
.
.
•
.
.
.
.
.
.
.
.
27,6
III
.
.
.
,
0,5
1.0
.
.
.
.
1,3
9,8
5,5
0,0
.
1,5
14,6
.
3,7
1,0
.
.
.
0,4
5.5
0,6
15,9
.
24,1
1,0
86,4
IV
.
.
.
1,0
0,O
7,0
.
.
18,0
O,0
0,3
0,0
2,8
5,6
4,7
7,9
0,3
.
.
.
.
2,0
0,6
0,0
.
.
.
.
50,4
V
,
O,O
0,0
.
.
.
1,*
1.2
.
.
.
.
.
.
.
.
2.B
.
0,6
0,0
0,5
.
25,1
0,8
.
.
1,3
7,1
4,8
45,6
VI
5,9
2,6
.
.
0,0
5,7
10,3
1,4
.
.
.
O,3
.
.
10,5
1.0
11,4
1.0
21,4
5,2
.
1,6
4.1
9,0
.
.
24,4
.
6,0
121,8
VII
24,9
.
,
.
.
.
.
.
12,4
.
0,4
.
.
.
.
.
0,4
4,5
35,0
8,0
.
.
17,0
14,4
4,5
1,8
1,3
.
16,0
•
140,6
VIII
6,1
0,2
3,0
0,2
8.3
.
2,2
,
.
O.O
.
O,4
.
.
.
26,5
8,8
62,5
1,0
.
.
.
0,0
8,4
2O,O
.
.
i.s
2,6
•
152,0
IX
0,0
0,0
,
68,5
,
O,0
,
.
.
0,6
18,0
0,6
,
.
.
•
.
.
.
.
.
.
,
.
8,5
,
0,0
.
.
96,2
X
.
2,0
.
5.9
1.1
5,8
2,3
4,0
O,2
0,0
0,4
0,8
33,2
10,4
2,8
0,1
22,1
5,5
5.5
8,8
.
.
.
.
.
.
,
.
.
•
110,9
XI
.
0,6
0,1
.
0,1
0,8
.
.
.
0,0
.
15,8
2.6
.
o.o
10,6
3,1
5,9
1.7
2,9
.
.
.
.
.
3.4
.
.
45,6
XII
.
0,0
0,0
2,1
5,O
.
0,2
.
0,0
.
.
0,0
.
.
.
11,1
.
0,0
0,2
1.8
.
0,5
4.2
11,5
3,2
.
.
•
42,8
1 9
I
1,8
7.5
1,8
0,5
.
.
.
2,3
9,8
4,8
8,4
6,0
12,2
1.2
1,5
1.7
5.5
1.1
1.5
i.s
6.2
6,3
2,9
0,0
.
,
1,0
.
,
.
85,8
II
.
,
t
,
.
.
.
.
.
1,6
0,5
4
,
0,5
.
.
.
,
.
,
.
.
.
0,6
0,4
,
.
3,6
III
0,6
O,O
,
0,5
0,7
0.3
.
,
.
.
,
.
.
o.o
0.0
2,1
2,0
11,4
1.2
4,6
0,0
.
0,0
4,8
5,4
,
.
.
33.6
IV
.
.
.
0,6
.
.
2,6
.
.
.
.
1,8
.
1,5
1.4
.
'.
.
1.3
5,8
2.3
2,6
1.0
1.7
,
0,0
,
,
22,6
7 6
V
.
1,O
0,0
.
.
.
.
.
f
.
19,5
13,2
.
B
.
m
,
O,0
19,0
26,5
1,6
0.0
ls',2
5,6
2,6
8,6
16,6
137,4
VI
O,0
5,9
.
.
.
.
.
.
B
.
2,8
.
14,4
4,9
7.5
,
3,5
t
.
,
f
.
u
,
f
f
•
39.0
VII
.
.
.
.
,
1.9
Of3
22,6
8.0
.
3.5
1,0
2.8
,
.
,
O,3
t
10,2
12,4
23,4
8,3
0,8
3,7
2,3
,
_
12J6
114,1 '
VIII
1.1
.
6,8
2,7
0,2
2,0
20,1
0,6
.
0,0
.
1,8
a
f
.
3,1
6,1
1.7
<
t
f
.
t
f
_
1.9
48,1
hi
Ul
to
-------
are the climatic conditions obtaining during the tests' performance.
Average daily air temperatures measured at a meteorological
station situated about 5 km away during the period from Sept. 1, 1974
to June 30, 1976 are shown on the tabJe no. 7 - 1.
As from this table appears the warmest month was July 1975,
(average temperature was 18,9 C, and the highest daily average
24 C) the coldest February 1976 (average temperature - 1.5°C, and
the lowest daily average was - 8.4 c),
The above temperature values should be useful for comparisons
of conditions in which were carried out investigations, with conditions
of an optional disposal for which conclusions could be drawn on the
basis of these studies.
Particularly this is important for cases, where these values may
have influence on the evaluation of infiltration coefficient dependent
on e vapor at ion.
Values of essential significance however are the values of preci-
pitation, which are the source of water for the considered aquifer,
and also are the source for leaching and transportation of the pollu-
tants. The table no. 7 -2 illustrates daily and monthly precipitations.
Prom the above table the dryest month was February 1976 (with
the sum of precipitations 152.0 mm).
Maximal daily precipitation amounted to 62.5 mm and took place
on August 18, 1975. In relation to long term averages, dra.ws the
attention higher by about 15 % sums of annual precipitation.
Hydrogeological conditions of the disposal are illustrated on the
enclosed maps and cross - sections. In the geological structure of
area under study there are formations of Carboniferous, Tertiary and
the Quaternary Periods.
153
-------
The Carboniferous period is represented by tectonicly disturbed
formations of Upper Carbon formed in the shape of shale and sandsto-
ne with coal deposits. This series with thickness of few thousand me-
ters was not ascertained on the investigated area with direct tests
as it occurs at depth over 100 m. Layers of Carboniferous characte-
rized with irregular water bearing capacity dependent on the lithology
and on fissures. The rocks and waters of this horizon are characte-
rized by a considerable salinizat ion. The carboniferous aquifer has no
greater significance from the considered point of view on account of
great depth of occurrence and la.ck of direct contacts with the dispo-
sal, but also cannot be a source of supply with drinking water for the
region.
Tertiary formation occurring directly on the roof of the Carboni-
ferous is formed mainly in the shape of clays containing lenses of sand
and gypsum bands. Thickness of this series changes within 50—150 m
limits. The tertiary aquifer formations are only sand lenses with small
horizontal and vertical spreading. So this aquifer has a discontinuous
character and waters compose closed reservoirs with static resources,
and have no conta.ct with the disposal.
Quaternary - en the impermeable tertiary subsoil -were posed
quaternary formations, within of which is located our disposal. They
form a sandy - clayey series of 10 - 4O m thickness (on average
20 - 30 m). The clays prevail in the floor and the roof parts of the
Quaternary, and sands form the center.
Thickness of the sa.nds within the reach of the old open pit chan-
ges from 3 to 2O m, and in its, bottom part, where the sands were
exploited, from 0 — 8 m. Within the range of the sands, lenses of silts
and gravels appear of a small thickness, with local spreading.
The permeability of sands was determined with, laboratory methods
for all layers differing in lithological respect. For the wells situated in
a direct neighbourhood of the disposal we determined the permeability
of all permeable layers from the terrain surface down to the floor, and
154
-------
en
U»
Fig. 41 DISPOSAL W 2. HYDROGEOLOGICAL SECTIONS
Clcy
- -V_ _
e-7
-------
Ul
Explanation
SCALE
i»OUm = Vfc mile
Fig. 42 DISPOSAL N2 2 THE CONTOUR MAP OF: GROUND WATER TABLE
?6i O tlevoTior o' OWL f fr*"er! JDOV e
:60— :o.nouf -5* OWL
arr •iiam-jnt
-------
.8-7
01
Fig 43 DISPOSAL N^ 2. THE CONTOUR MA^ OF SATURATED AQUIFER THICKNESS AND PERMEABILITY
-------
Ul
00
Fig. 44 DISPOSAL N* 2. THE CONTOUR MAP OF AQUIFER FLOOR
-------
for farer placed wells only for layers occurring below the ground
water table. Values of the permeability coefficient for unsaturated layers
in the neighbourhood of the disposal amount to from 4 to 26 m/24 hrs
and respective values of specific yield fluctuate within limits of 0.12
to 0.18. Respective values for the saturated layers on the whole tes-
ted area fluctuate extremally within limits of 1 to 33 m/24 hrs, whereto
majority of layers indicate values from 3 t o 10 m/24 hrs. The corres-
ponding values of specific yield fluctuate within limits of 0.11 to 0.15.
The thickness of waterlogged layer with the above parameters of
permeability fluctuates within limits of 1 t o 12 m. The teble of ground
waters occurs at depth of 6.5 to 15 m from the terrain surface and
only at the bottom of the main open pit where the sand was excavated
this is at depth of from 0.2 to 2 m. Considering the absolute values
of the position of the water table one can say that within the range
of the disposal these values will fluctuate within limits of + 263 to
+ 266 m a. s. 1. In the Northern direction water table elevation falls
at first gently to about 262 m a.s.1. and then quite ra.pidly to + 249
m.a.s.1. In the Eastern direction the occurrence of the water table in-
clination ha.s a gentler character and more regular - it declines by
about 6 m within the first 400 m and by further 10 m, on the following
700 m distance. In the Southern and South-Western direction the de-
crease in the water t e.ble is very small - within 2 m mark per 400 m.
In the Western and North - Western direction this inclination is more
irregular whereby the lowest elevation of the water table is coming to
about + 253 m.a.s.1.
Observations of the water table position performed at time intervals
of about 3 weeks indicated that changes in particular wells did not
exceed 70 cm. A clear increase of the water table in the year 1975
(10 to 70 cm) was observed in relation to the 1974 year, resulting
from increased amount of precipitations in relation to long term avera.-
ges.
Velocities of the flow in the ground water stream in the region of
the disposal (computed on the basis of heads distribution and perme-
159
-------
ability parameters) fluctuate within 0.15 to 3 m/day limits.
Finally one more parameter should be mentioned, namely the co-
efficient of infiltration. In conditions of empty abandoned open pit wit-
hout surface run - off and without continuous vegete,tion cover, this
can fluctuate within limits of 0.6 to 0.8 on a 24 hrs scale, and within
limits 0.4 to 0.6 in a yearly scale. In conditions of open pit filled with
waste material flush with the surrounding terrain and with no vegete.tion
introduction this is values respectively to be from 0.4 to 0.7 and
0.3 to 0.5.
ANALYSIS OP DISPOSAL FORMATION AND THE DISPOSAL MATERIAL
In the described hydrogeological conditions in Fifties significant
amounts of sand were exploited for the stowing in deep coal mines. In
the effect old abandoned open pits remained.
They consist of three separate, independent of one another exca-
vations joined together only on their southern fringes. The central pit
intended for main filling it with gob in first pla.ce ha.s a length of
about 45O m and a width 120 m. Elevation of the pit bottom is within
limits of + 263,5 m above s.l. + 268 m above s.l., and its depth comes
to 13-20 m. The remaining pits have similar dimensions and are inten-
ded for storage of gob in successive years. The Western pit has been
foreseen tc store in it (from the Northern side) gob in the time whe-
re on the main pit the necessity to move rails occured. This pit has
similiar size and depth as the main one. The bottom and the slopes
of the both pits are made of sands occasionally containing admixtures
of gravels, silts and clays. The thickness of bottom sands in the
northern part of the main open pit amounts to 7,5 m, in the southern
direction this initially increases to about 8 m, then diminishes in pla-
ces to zero, and in southern part increases again to about 5 m thic-
kness. The water table occurs from 0 to 2 m below the floor of the
disposal.
160
-------
In the described above conditions, systematic storage of gob from
a neighbourly deep coal mine commenced as from the l-st of January
1975, The amounts of being stored were as follows.
January 1975 _ 2.860 m3
February - 1.524 m3
March _ 10.985 m3
APril - 12.516 m3
_ 26,730 m3
June . 31.800 m3
July - 43.990 m3
August _ 40.710 m3
September - 34.260 m3
October _ 46.625 m3
November - 44.200 m3
December - 44.200 m3
January 1976 - 31.600 m3
February - 82.100 m
March _ 18.700 m3
April - 18.200 m3
May - 31.300 m3
June _ 22.100 m3
Tot a. 1: 520.000 rr3 gob.
(in this amount about 70 % from washers and
about 30 % from quarry operations).
3
About 470.000 m was stored on the main disposal, and about
•3
50.000 m on the western disposal (parallel to the line of wells B-3,
B-2). It came as a necessity to use this pit, as reserve during the
time of the rail - track relocation.
On the diagram (fig. no. 46) are presented quantities of the sto-
red material in 3-weeks time intervals between particular waters sam-
plings, with the object to have a possibility of respective comparisons
performance.
161
-------
Fig.
Disposal no. 2. Empty open-pit before
storage
Fig.
Disposal no. 2. Open-pit fulfilled
in 60%. Storage operations.
162
-------
Fig. U5c. Disposal no. 2. Fulfilled in about 70%,
Fig. 1+5<1. Disposal no. 2. Monitoring well,
163
-------
Fig. U5e. Disposal no. 2. Coarse got,
Fig. U5f. Disposal no. 2. Fine gob.
-------
Thousands m3
01
101; K. 0' 302 ?S 3Z 1903 a 01 29 01*
1975
1376
Fig.46 DISPOSAL N^ 2. THE DIAGRAM OF AMOUNTS OF GOB
STORED IN SAMPLING TIME INTERVALS
AND GROWING AMOUNTS OF TOTAL STORAGE
-------
01
o
1Q Q1 303 ;so? ISOJ
1974 I
1975
1976
Fig. 47 DISPOSAL N* 2. THE DIAGRAM OF PRECIPITATION
AMOUNTS FOR SAMPLING TIME
INTERVALS
-------
For the determination of qualitative character of the stored ma-
terial from the point of view of its susceptibility to leach particular
ions, which could pollute ground -waters, the following investigations
were carried out. Samples of various wastes were taken from the dis-
posal, and then placed in glass columns, 100 cm high and 12 cm in
diameter, with a controlled underneath valve, offtaking the water.
The waste material in the bottom section of the column wes under-
lined with a layer of sand collected from the floor of the disposal,
whereby the ratio of the thickness waste material to the thickness of
underlying sand was 4:1.
With the application of a peristaltic pump, leaching of material
was carried out with distilled water flowing in closed circuit. Three
3
consecutive leachings were performed with batches of water 5 dm ,
and each leaching was carried for 24 hrs. Filtration was made with
3 3
the rates of 1 dm , and then 0,5 dm /hour. Due to the fact that these
leachat es contained considerable quantities of coal mud in the filtrate
large amounts of colloidal sediments appeared which led at first gra-
dually and then tea total sealing off the sand layer. This occurrence
wes hindering the performance of tests, but may ha.ve an importajit
significance in the process of practical storage of this type of waste
material. The washings from wastes silts and colcidal particles may
seal off the bottom of disposal and prevent penetration of pollutants
to ground waters.
Results of physico-chemical analyses of filtrate are illustrated on
the table no. 7 - 3 to 7 - 6.
Prom this table it appears, that filtrates have a neutral - alkaline
character (pH = 7,5 to 9,5), the dry residue reaches 10.385 mg/1
value, total dissolved substances are up to 3500 mg/1, chlorides to
500 mg/1, sulphates to 330 mg/1, ammonium ion to 0,69 mg/1, phosphate
ion to 0,322 mg/1, free cyanides to 0,030 mg/1, phenols to 1 mg 1,
total iron to 2,225 mg/1, manganese to 0,290 mg/1, calcium to 150 mg/1,
magnesium to 5 mg/1, aluminium to 66 mg/1, chromium to 0,04 mg/1,
167
-------
The results of t^ob laboratory leachates analyses
May 22, 1075
Table 7-3
No.
1.
2-
3.
1.
'•'•
u.
7-
n.
".
lo.
11.
.12.
.13.
11.
ir..
16.
17.
1(1.
19.
20.
21.
22.
23.
24.
25
26.
27.
2B.
29.
30.
31.
32.
33.
34.
35.
36.
37.
30.
39.
40.
1 >i-'lerniiri<-x!ion
Smt.'ll
t'ulKlu^tr-/ity
pi I
ll,u-d,H,^
ll.lnicily
/\< itlily
i .<>.,,. ;,,,..
<'.0. 1). ..I'..!.
'!'. 1). si n isit.
T.I). Solids
V.I), snliils
<-.r
"°4~
NN03
NN02
NNl,4
N alb.
i>o4" -
CN~
Phenols
Pe toUU
Ft-11"1"
Fe++ +
Mn
Ca
MS
Na
K
Al
Cr
As
Pb
Cu
Zn
![[•
Sr
t^io
2
U
Mo
Ctl
Unit
us
grades
Rival/1
invai/1
n,,../l 0,
m,../l 02
I.IU/J
nv'/l
rn.,/1
„,../!
,,,U/l
mt'/l
m,yi
mtl/1
nij'/l
mt'/l
rn.U/1
ma/1
."4/1
mp/1
....-.•yi
mi'/l
t.m/l
mi .'/I
nu',/1
/l
Sample no. 1
Sl
1-23
1300
7,6
O,BO
I,'-'
0,22
0,5
20,6
705
623
H2
2(!6
5R
2,1
0,035
0,6'J
0,37
0,038
O,OO7
O,4OO
o,r>3o
0,0-30
0,500
0,100
10
0,330
237
0,005
O,010
O,O10
0,016
0,031
o,:l75
2,0
0,O2o
„
• -'
0,410
0,0:14
0,002
S2
z2s
54O
7,6
0,65
1,9
O,16
0,5
5,4
060
797
363
105
37
0,99
O,O40
0,14
-
0,322
0,008
0,560
1,525
0,880
0,645
0,100
10
0,700
137
5
1,40
O.O06
O.OOH
O,500
O,O3!)
29,25
0,4
0,0-40
~
0,023
0,011
0,023
S3
z2s
720
7.9
-
-
-
-
-
1348
1078
270
78
27
-
-
-
_
-
-
-
-
-
-
-
12
1,40
164
6
1,75
_
-
_
_
_
_
-
—
-
-
-
Sample no. 2
Sl
zls
900
7,7
0,75
1,95
0,20
1,1
4,8
2005
1807
198
55
281
2,5
0,001
0,62
_
1,0
0,016
O.2SO
2,225
1,68O
( 1 ,5 4
0.165
11
I,:"!'.
216
1.0
4,05
0,012
0,O20
0,042
O.O43
3,750
0,6
0,035
O,6
0,0 J 9
0,OO4
O.OO5
S2
z2s
410
7,3
0,65
2,25
0,10
-
-
1480
1319
161
7
39
0,25
O,O54
-
_
0,35 a
0,015
O,OOS
0,775
0,332
0,44
0.29O
14
1,45
117
6
2,50
O,OO'»
0,010
0,026
0,033
0,145
0,5
O.obO
0,5
0,012
0,003
O,OO1
168
-------
The Results of t^ob laboratory leachates analyses
June 1975
Table 7 _ i,
No.
1
2
3
•1
o
7
i)
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
20
27
28
29
3O
31
32
Oelerrmriut ion
.Smell
Conductivity
pH reaction
I lardness
F basicity
Acidity
C.O.I), inst.
C.O.I), ore..
T.D.S.
Cl~
s°r~
NN03
NNO.,
NNO,
4
1'lienols
Si02
I.-o (tolal)
Mn
Ca
Me.
Na
K
Al
As
I'b
Cu
Zn
Ha
Sr
Cd
Mo
B
Unit
us
grades
mvol/1
rnvol/1
rm.i/lOg
m.4/!O2
m.ti/1
mi>/l
mcl/1
mt',/1
rim/1
mf?,/l
mull
ma/1
mo/1
m'J./l
mj.',/l
nm/1
mi.;/l
mi'/I
my /I
nu'/l
m.i',/1
m;i/l
n,M/l
ua/1
n.K/1
ma/1
rn.a/1
m.a/1
Sample no. 1
Sl
zls
1800
7,4
1.1
1,6
0,20
0,8
0,7
943
3OO
198
1,05
0,003
0,O7
0,220
3,8
2, or.
0,O98
6,0
0,60
415,0
8,5
2,9
0,017
0,032
O.O10
O.086
1,=
0,013
O.O032
0,009
0,355
S2
zls
680
7.75
0,7
1,9
0,16
1,0
7,3
901
91
66
0,18
O.O16
0,21
0,160
6,0
1,25
0,150
5,0
0,80
15R.O
6,0
11.5
0,012
0,002
0,020
0,100
3,2
O.O09
0,0025
0,013
O,O6j.
S3
z2s
4OO
7,55
1,6
1.7
0,12
0,5
5,5
5O1
42
40
0,02
O.006
0,22
0,014
14,0
3,35
0,111
3,5
0,65
93,0
4,0
7,6
0,010
0,017
0,016
0,088
1,2
0,013
O.OO22
0,020
O.O76
Sample no. 2
Sl
zls
900
7,6
0,4
2,2
0,20
1.7
9,1
721
91
157
1,25
0,003
0,56
0,230
43,0
14,00
0,710
10,1
3,25
222,0
12,0
11,3
0,020
0,017
O.064
0,470
0,9
O.OO9
O.OO32
0,024
0,028
S2
zls
500
7,85
0,7
1,9
0,12
1,0
7.3
601
43
72
O,58
0,013
0,05
0,023
14,6
0,90
0,162
3,5
1,55
116,0
4,5
6,7
0,012
0,025
0,031
0,320
0,7
0,022
0,0032
0,011
0,091
S3
zls
300
7,9
0,4
1.8
0,12
0,9
6,5
759
16
41
0,02
0,011
O,03
0,016
9,9
3,80
0,131
3,5
0,30
93,0
5,0
5,8
0,010
O.O50
O.047
1,100
0,6
O.OOO
0,0022
0,010
0,039
169
-------
The results of p,ob laboratory leach aLes analyses
Table 7-5
No.
-.
.1.
1.
•.
".
-
f:
,,_
11'.
J 1.
1 2.
13.
14.
15.
11"'.
17.
Ifl.
V).
20.
21.
22
23.
24.
25.
26.
27.
20.
29.
30.
31.
32.
33.
34.
3f..
30.
IHHi'rminutioi,
Smell
t. ' < '.r u |i tct ivity
I'll
11., ,-,!,, c-ss
[!.i.-i, ity
A, irlily
C.O.I). in: I.
C.O.I).
r.I). snl, 5,1.
r.i). f,!)ji4~ ~
NNO,
NN«2
N
NH4
l'°4
Phon-ds
Ft. tot.U
Mrl
Ca
Mu
N.i
K
Al
Cr
AH
1'b
Cu
Xn
Mo
Ccl
H'-1,
lir
n
Sill,
i;nit
i i.S
Mrndos
mv.-xl/l
r,,val/l
nival/I
my/1
."4/1
rna/i
«,!!,/!
niL'./l
mu/1
m,!/I
irm/l
"..!/!
m.,/1
m..,/l
'nt',/1
mt'/l.
tnu/1
m'-',/l
mil/1
rn.u/1
mt',/1
•nj'/l
n.H/1
niK/1
rn.q/1
mrj,/l
n;',/l
ITIf^l
mi '/I
ms/1
Si.xfnplo -
-si
1-lS
<)()<)
7,05
4,8
0,9
0,13
8.0
2'1,9
558
If, 3
105
22H,0
r>o,o
3,30
0,04,
O,G1
(>,O2G
1 >,O-1O
O,G7O
0,175
55,0
3,10
155,0
22,O
O,05
0,012
0,003
0,032
O.OO?
0,065
0,007
0,OO5
2,-<
0,130
0,120
2,8
25 Nov.
S2
•s.3K
79O
7,4
10,0
-
16,5
C,0
29,9
4O8
350
58
180.O
51,5
1 ,90
0,019
0,07
0,040
O.OIO
23,1
0,555
4 O,0
O,1O
132,0
12,0
0,05
0,013
O,O05
0,125
0,040
O.3OO
0,OO8
0,047
1,2
0,025
0,21,0
10,o
3975
S3
z2s
450
7,65
5,6
1,1
0,11
4,0
16.9
317
262
55
71,0
65,3
1,30
0,092
1,12
0,078
O.01O
0,090
0,22O
55,0
2,00
6 0,O
14,0
0,075
0,0 16
0,004
0,036
O.OO5
0,039
(I.OOO
O,O04
0,8
0,090
O,078
4,0
Sample -
si
zls
630
8,0
1,8
2.7
0,2
1,G
5,8
2412
2280
132
40, O
103,0
4,20
0,220
1,0
0,01
0,015
2. ISO
0,084
1.7
1,87
27,8
7,6
2, GO
0,002
0,011
0,O7O
0,134
0,335
0,OO8
0,0025
2,4
0,050
(l.OSO
1.4
2O June,
S2
z23
210
9,1
0,3
1.7
0,1
O,6
1,8
688
580
1O8
8,O
9,4
0,57
0,079
0,21
O.O24
O.OIO
2,240
0,066
1,5
O,83
14,2
1,2
1.4O
0,005
O.O18
0,035
0,026
0,120
O.OO4
0,0034
2,2
O,O4O
0,030
2,0
1976
S3
zls
170
9,5
0.1
1,2
0,1
0,3
1.5
272
198
74
6,0
5,2
0,37
0,043
0,15
0,032
0,007
O.O5O
0,032
2,0
0,78
15.5
1,0
1,0
O.OO6
O.O58
0,028
0,026
O,O57
0,OO4
0,0025
2,0
O.O5O
0,015
1.2
170
-------
arsenic to 0,09 mg/1, lead to 0,5 mg/1, copper to 0,19 mg/1, zinc to
29,25 mg/1, mercury to 6,8 mg/1, strontium to 0,23 mg/1, boron to
0,44 mg/1, molybdenum to 0,046 mg/1, cadmium to 0,060 mg/1. Particu-
lar ions showed different leachability which found its expression in
their maximum occuring in first, second or third leaching.
MONITORING- SYSTEM
In March of 1974 14 monitoring wells were drilled around the
disposal localized according to the following criteria:
- wells numbered 1 to 4 were localized in the Western direction, at
distances respectively 100 m, 250 m, 500 m, 1000 m from the dis-
posal
- wells numbered from 5 to 7, were made in the Northern direction
with distances from the disposal 50 m, 250 m, 700 m respectively
- wells numbered 8-12 were placed in the Eastern direction with spa-
cings respectively 100 m, 300 m, 400 m, 900 m and 1200 m from
the disposal
- wells numbered 13 and 14 were sunk in the South Eastern direction
at distances 150 m and 250 m.
Localization of the wells was determined by compromise of the
following fact ors:
l) hydrogeological factors, especially the expected inclination of
ground water table and the thickness of waterlogged sands
2) augmenting (in conformity with the propositions) spacing among
the wells
3) possibility of access without infringement to rights of the land
owners.
171
-------
In such conditions this localization departed somewhat from the
one adopted initially, but not in a way, that could have effect on the
results of tests.
After the EHDA model hydrodynamic net reconstruction this loca-
tion appeared as not the best. There is a. lack of monitoring wells
toward North - East direction where to the polluted streams flow most
intensively. Monitoring wells no. B-ll, B-12, and B-4 occured as not
needed. Earlier reconstruction of hydrodynamic net was not possible
because it was done on the base of data obtained from monitoring
wells.
The depths of particular wells are within 7 to 27 m, whereby
the completion of each well was down to the roof of continuous imper-
meable layer.
The wells were drilled with dry method.
All layers were accurately described in lithological respect and the
coefficients of permeability and specific yield were determined. Follo-
wing this a piezometric pipe 06" was installed in each well consis-
t ing of:
- section of pipe with solid walls, installed below filter, and a sedimen-
tation portion at the bottom
- filter proper in a shape of a perforated pipe wrapped, round with
a copper gauze and with gravel packing on the waterlogged section
- pipe above filter with solid wall protruding 1 m above the terrain
surface and complete on top with a protecting cover closed with
special key; cleareiT.ee between the walls of the well and the pipe
was suitably sealed off, in order to prevent direct infiltration of sur-
face waters to the wells along the pipe.
172
-------
WATER SAMPLING AND FIELD MEASUREMENTS
In the region of the proposed disposal beginning from the 9-th of
April 1974 observations and investigations commenced with the object
to determine if possible most accurately the initial state for the future
research. Fulfillment of this with a particular exactness was necessary
as the scale of the disposal size puts a question mark on the possi-
bility of utilization of initial comparable water during the time of the
disposal existence in the future. To parameters characteristic of this
water were referred parameters of waters subjected to eventual outsi-
de pollutions. Comparable water, which could be collected at greater
distance from the disposal might already undergo an influence of other
factors affecting its quality differing from water which would have con-
tact with the disposal. This series of tests was completed on the
19-th September 1974.
After a period of break (from 19 Sept. t o 10 Dec.) begun were
systematic investigations.
These investigations comprised:
- measurements of the water table position in all wells with an accu-
racy of - 2 cm
- collection of waters for physico-chemical analyses.
The work was performed with the preservation of the following rules:
- measurements and water sampling at 3 weeks intervals
- method of water sampling similar as in case of the disposal no. 1,
with a provision that the quantity of water removed from each well
prior to the water sampling, was lesser (equal in approximation to
the volume of the well). Due to a greater depth and non availability
of electrical current this had to be performed by mania! bailing, and
as found from tests on the disposal no. 1, this scooping actually had
no effect on the essential results;
- water from each well was collected always to the same containers,
173
-------
- from November 1975, the collection of water from the well no. 4 was
ceased (it was 1 km distant from the disposal with a higher water
table position than in the region of disposal), owing to the fact
that this well underwent a pollution of water from different than the
disposal sources,
- in place of this sample commenced was a water sampling of efflu-
ents from the disposal slopes.
The method of sampling, preservation and the transportation of
samples was similar as with disposal no 1 which is described in the
section 6.
METHODOLOQY OP LABORATORY TESTS
The methodology of laboratory physico-chemical tests of water
samples was indentical as described in pt. section 6 for the disposal no.l.
Different only was the method of the laboratory tests of gob leaching
in a water environment, but this is described in the section 7.
RESULTS AND DISCUSSION OP HYDROCHEMICAL RESEARCH
The entire results acquired from tests is presented on tables,
the set of which is available in Poltegor and EPA Offices and also on
enclosed diagrams (fig.no.48 t o fig.no.69 ) synthetically illustrating the co-
urse of the phenomenon. Specified on the tables are all results of
analyses for all samples collected from all monitoring wells, and addi-
tional analysis of waters collected from slope effluents.
Cn the enclosed diagrams for the sake of synthesis and visuali-
zation of results, shown is on a semilogarithmic scale the scope of
changes in the content of particular components of waters:
- in the shape of a narrow column along the vertical axis, the scope
of variability of given component in the year 1974, i.e. before the
commenced storing of gob
174
-------
- in a shape of a lower strip the range Of the waters' each compo-
nent variability from the moment of commenced gob storing, with em-
phasized maxima in wells subjected in the first succession to the
influence of the disposal due to their localization and hydrogeologi-
cal condit ions
- in the shape of upper strip the content variability of the same com-
ponents, obtained from laboratory leachates.
Due to the fact, that the described in this chapter wastes'dis-
posal is very large, and the area comprised by the research has a
diameter of over 2 km, the investigations now performed are in an ini-
tial phase. One anticipates their continuation for the period of subse-
quent 3 years.
Por this reason the too detailed discussion of the results is pre-
mature, and would be not necessary in this report which in a sense
composes a closed entity.
It was decided, to include only diagrams alone without commen-
taries for any of the analysed elements, which should suffice in this
phase.
These diagrams illustrate potential threat to ground waters posed
by particular polluting components. This last manifestation is also
partially illustrated on maps showing the course of the waves of po-
llutant flows. The material presented -in these circumstances was
provided only with initial conclusions.
175
-------
'ifcQ-l !302|:502r9Q3| 9 Ql i?9QU| ?2 OS| 12 06] 3 0? !23Q7 1? Q8 j 1 09 !2<*O9|inQ j U n {25 1 [^612 ; 5 01 I 21Q"\ 1702 j 9 Q3 I 30Q3j2l Qt*. 11 05, 1 36 ; 2206;
Explanation
ON ALL DIAGRAMS
Range of venue m 197i« before storage
Ran^e of value from
ttie beai^ma o
1974 i
1975
1976
!n laboratory leacnates
Content m slope '.eachde
Fig.48 DISPOSAL N^2. DIAGRAM OF CONDUCTIVITY
-------
14.01 | 302 |25Q2|1803| 80*. | 29.0l|2? 05|1206 | 3 07 j;307|12.Q8i 1 09 J2409|
4 11 | 25 11 116 1? !6 Q1 127 01 I 17Q2 | 9.03 j 3003| 21 01 , r OS; 1 O6
Fig.49 DISPOSAL N^ 2. DIAGRAM OF pH
-------
p
-J
oo
i^7Ji_
1975
1975
Fig. 50 DISPOSAL N° 2. DIAGRAM OF IDS CONTENT
-------
h-i
~J
<£>
10 •: V.01, 302 j2SO;!ieO3i B O'- 12901-1 220S !1?06 3 07 | 2107;1208| 109 J2<.O9 I It 10 I 1.11 t2511 1612 | 6 01 |?701 |17O?| 903 j 3003I 21 Ql. | n OS | 106 J27O6J
Fig. 51 DISPOSAL N^ 2. DIAGRAM OF CI'-ION CONTENT
-------
00
o
Fig. 57 DISPOSAL NS2. DIAGRAM OF PHENOLS CONTENT
-------
00
h-i
--2
Fig. 52 DISPOSAL N° 2. DIAGRAM OF SOA -ION CONTENT
-------
600 -T
03
to
101? 14 01 I 3 02 1250211803 8 Ofc 79Oil22 05 12 O5 3 07 12307 12 OB |1O9 |:i,09 Ik 10 j ill I 2511 I'6 12 1601 12701 j 1702 903 |3OO3I210<.|11 OS . ' 06 2206
Fig. 53 DISPOSAL N2 2. DIAGRAM OFNa+-ION CONTENT
-------
ng/i
00
so.o
<.o,o
30,0
0,5
Fig. 54 DISPOSAL NS 2. DIAGRAM OF K+-ION CONTENT
-------
mg/l
03
200
150
U 11 i 2511 j 16 1? I 6 01 j 2701 , 17 02 ! 903 i 3003|21 04 ! n 05 . 1 06 ,22.06!
6 04 1 29 QU \ 22 05 1 12.06 | 3.07 |2307| 12Q8| 1 09 |2<..09
1012 T. 011 3 02 I 25 O2
Fig.55 DISPOSAL NS2. DIAGRAM OF Co*2-ION CONTENT
-------
mg/I
2O,0
00
Ul
I xf'V*'' -f M
1012 11401 3 02 | 25 02 18031 8 0*. 290<» 22.05 112.06 i 3 07 i2307 ^2 08 ! '09 I2t09l
' 1 _ _L _ L I . i . , .
0,6
Q5
Fig. 56 DISPOSAL N? 2. DIAGRAM OF Mg+2 -ION CONTENT
-------
Fig. 58 DISPOSAL N22. DIAGRAM OF AI-DN CONTENT
186
-------
h1
00
-0
1 i : !
1 IK 01
SOt 22 CS |3 0'
i
2409 ['612
903 106 2206
1975
1 9 7 6
Fig. 59 DISPOSAL N22. DIAGRAM OF CM-ION CONTENT
-------
30<* 2205 307 2307 2<* 09 2511 16 12
Fig. 60 DISPOSAL N^2. DIAGRAM OFZn-ON CONTENT
188
-------
00
u ••
(974
eoi ':2os
1 9
3
7
07.230- :iJ9
5
251: 16'2 903
1 9
7
6
i .> :: 06
Fig.61 DISPOSAL N?2. DIAGRAM OF Cu-ION CONTENT
-------
mg.'l
Rg.62 DISPOSAL N22. DIAGRAM OF Pb-ION CONTENT
-------
1974
'4 O"
•9 Ofc
22 05
1 9
|3 0^
7 5
:•» 09
'251
1612
'3 03
1 9
7 6
i 06 22O6
Fig. 63 DISPOSAL N^ 2. DIAGRAM OFCr-ION CONTENT
-------
Fig. 64 DISPOSAL N?2. DIAGRAM OF As-ION CONTENT
-------
CO
0030
O 02O
0010
!
i
hi. 01
197*«
SOU
N(>X
i
22 O5 |307
1975
23.07
2409
I
i
25.11 i 5 12
I
903
1976
1O6
22 06
Fig. 65 DISPOSAL N° 2. DIAGRAM OF Sr-ION CONTENT
-------
If"
0 1
'1401 !SO<* J2205 1307 i230?
1974
1975
2*09 |2S" i'612 |S03
;i 06 :: c&
1976
Ftg.66 DISPOSAL N^2.DIAGRAM OFHg-lON CONTENT
-------
t-i
<£>
Ol
OOO1
Fig. 67 DISPOSAL N° 2. DIAGRAM OFCd-ION CONTENT
-------
mg/!
Fig. 68 DISPOSAL N^2. DIAGRAM OF Mo-ION CONTENT
-------
0000
A / , : y
\ / /
\ /f ' . /
g-<5 ^S
_^"^ »•
^^,' .-"A
sf ' 7 / ^'S\
1974:
3 0"
J20S 3C1
1975
3307
|2t09
2511
It, i;
!
;a 03
1 9
7 6
rl O6
3206
Fig. 69 DISPOSAL N°2. DIAGRAM OF B-ION CONTENT
-------
CO
8-12
Explanation
H—4
.D ' Monitoring wed
185 5 iVerage IDS content before storage / m mq /I /
-175 Contour of average T!S content before storage
t*ftOO_ ncneased ^OS :ontent during starag?
_*.OO Contour of TDS content ^un$ 22 "9"^
uob disposal
£*00m s V, mite
Fig. 70 DISPOSAL N* 2. THE CONTOUR MAP OF TDS CONTENT
-------
SCALE
UOOm =r V, mile
B-11
Explanation
B-12
ft i.8 Average Cl conient betore storaqe - r mg ;
17 Contour of average G conrpnr twtore sroraqe
^3,00 ma-easea Cl'corteni -JuTnq sioraqp 'in rrvg ^ •
..0 Cartour 31 C.'conrenr jan b 19"?6
3C Contour of Cl~conteni Mar 30 1976
Fig. 71 DISPOSAL N* 2. THE CONTOUR MAP OF CHon CONTENT
-------
o
o
B-TZ
ft
it 33
SCALE
1 <.OOm = '4 mile '
Fig. 72 DISPOSAL NS 2. THE CONTOUR MAP OF SQi'ion CONTENT
Monitcnng swell
*8 Si Jkrp^ige S0b content befcre siomqe r mgjl ,'
50 Contour of awraqe SO^ contenl before storoqe
1S Q increased S0[. content aur»x) sloraqe
1OO ^onfour of SC^'conrent JQP t" ^9"76
-------
CONCLUSIONS
1. Hydrogeological conditions in which the disposal is situated are
characterized with very strongly diversified parameters of the
waterlogged sand layer thickness and the hydraulic gradients.
2. The stored coal mining refuse (gob) consist of dry wastes co-
ming from a construction of pits, rippings and from a dry sepa-
ration and wet refuse coming from washers. Dry waste materials
have as a rule large granulation and greater than 100 mm dia-
meters and as such constitute much smaller danger because the
leaching of toxic components from them is limited by small facial
surfaces of conta.ct with water. Washed waste material has sma-
ller granulation commencing from dusty fraction and ending at a
0 50 mm granulation, and through greater comminution it is much
more susceptible to leaching of soluble components.
3. Dry refuse because of its large sized granulation affords great
difficulties in laboratory tests (in columns) and its comminuting
would change the leaching ability in comparison with natural con-
ditions. Washed refuse also affords difficulties in tests through
washed out suspended solids and colloidal particles plugging the
filter bed.
4. Performed investigations of the leachates acquired in optimum
laboratory conditions for leaching particular components and the
comparisons of these results with analyses of ground waters indi-
cated, that a potential threat exists, through the increase in
drinking quality water of the following component s 'cont ents:
- increase in the pH reaction within limits of 2
- increase in the conductivity of waters about 7 times
- increase in the content of T.D.S. about 10 times
- increase in the content of Cl ion to about 12 times
- increase in the content of SO^ ion to about 3 times
- increase in the content of Na ion to about 55 times
201
-------
- increase in the content of K ion to about 10 times
- increase in the content of Ca ion to about 5 times
- increase in the content of phenols to about 100 times
- increase in the content of Al ion to about 70 times
- increase in the content of Pe ion to about 3 times
- increase in the content of Mn ion to about 2 times
- increase in the content of Po. ion to about 10 times
- increase in the content of Cr ion to about 3 times
- increase in the content of Cd ion to about 10 times
- increase in the content of Cu ion to about 3 times
- increase in the content of Zn ion to about 10 times
- increase in the content of Hg ion to about 4 times
- increase in the content of Pb ion to about 10 times
- increase in the content of B ion to about 5 times.
The quoted above comparison does not point to a potential
increase in ground waters of the Mg, As, CN, Sr and Mo ions.
Speaks for this the fact, that the concentration of these ions in
leachate -was similar as in ground waters of the aquifer under
st udy.
5. Independently of the tests of leachate performed in laboratory-
conditions, we collected during the last 3 months surface waters
seeping through the disposal slopes, and in case of lack of such,
from the pools standing on the disposal. These waters indicated
a very different content of particular components in relation to
laboratory leachate, and in relation to natural ground waters.
A special attention deserves fact of a very high (often even
exceeding the concentration in the laboratory leachate) content in
these effluents of the Na, K and SO ions. In the intermediate
range are the TDS, the Cl, Mg and Ca ion contents. No clear in-
crease of the heavy metals values was found, but so far one has
at one 's disposal here only one series of analyses, and still to
early is to draw final conclusions. Independently of the above phe-
nomenon there is observed a great variability in the content of
202
-------
particular components in various samples. This resulted by very
different time of contact of gob with water. This time may vary
within very large ranges, because the effluents are irregular and
the waste material has a unequal granulation.
6. The storage of waste material commenced at the beginning of the
year 1975, the intensity of the storing operation during the first
Q
four months was not great (total of about 27.000 m ) in compari-
O
son with later period (30.000 - 40.000 m monthly).
Therefore practically looking at it, one has to consider that the
storing actually began from April of 1975, and the observation
period was only of 15 months.
7. The first occurrences of the disposal influence on the ground
waters were observed at the beginning of the year 1976, therefore
about a year after the commenced storage. These phenomena
expressed themselves, in the appearances of highest concentra-
tion of particular ions in wells B-l, B-2, and B-5, while before
the storage commencement these maxima were noted in wells B-3,
B-9, and B-14. This rise in the pollution concentrations during
the first 18 months of observations was small (20 %), but by a
greater number of observations quite noticeable and agree with
model prediction. Independently of the above small increase in
concentration, observed was in some wells a flow of clearly incre-
ased waves of pollutants, and as an example of it can be;
- increase in the B-5 well of TDS content on the June 22, 1976
from average 250 to nearly 500 mg/1
- increased content of chlorides in well B-l (from 25 to 50 mg/l)
during days Jan. 1, 1976 and Mar. 30, 1976
- increased sulphate contents in B-l well (from 80 to 120 mg/l)
on the Jan. 27, 1976.
The above phenomena are occurring quite in a random fashion,
which can however be easily explained, by irregularity of the pre-
203
-------
cipitation and the effected through it a clear wave-wise occurren-
ce of pollutants in ground waters. Particularly during the first
period of observations this undulation was clearly noticeable, and
by a 3 - weekly time intervals of water sampling not all of these
waves could be recorded,
8. With disposals of large sizes the 18 months period of investiga-
tions is too short to draw adequate conclusions,-therefore these
observations should continue for at least 3 more years.
204
-------
SECTION 8
REPORT OP MODEL TESTS
Parallel with the field investigations model tests were performed.
The first their objective was to demontrate some aspects of the
pollutants migration in the porous media*especially these which were
not reflected in field tests and those regarding which less information
was available in literature. These tests were performed on soil models,
and on a slit type analogous Hele-Shaw type, coming from the point
of view that often just simple demonstration of general tendencies is
more persuasive than complicated mathematical proofs.
The second objective of the model research was a provision of
pollution migration prognosis from the disposal no. 2 and its verifi-
cation with actual state. These tests were performed on an EHDA
model,
DEMONSTRATION TESTS PERFORMED ON THE SOIL MODELS
Two series of tests on the soil models were carried out in the
framework of project.
First series carried out in the initial phase of project had for
its object to demonstrate the course of pollutant propagation in po-
rous medium, to show some hydraulic relations and to supplement ob-
servations drawn from field tests, and tests performed on anologous
models.
For this series of tests the following brief assumptions were
adopt ed:
205
-------
- specific gravity of the polluted liquid )f = 1,022 G/cm (in compa-
rison to pure water accepted for the tests to be Y* = 0,995 G/cm );
3
A NT = 0,027 G/cm ,
- occurrence of flow in a saturated porous medium with the permeabi-
lity coefficient If = 7.25 m/24 hrs and K = 34,50 m/24 hrs, and on
the boundory between the saturated zone and the zone of aeration
- therefore in conditions most often encountered in the polish prac-
tice and anticipated in the field tests,
- hydraulic gradients within limits of I min = O,035, I max = 0,2 and
I = 0,
- variable feeding intensity with polluted liquid.
Por the execution of tests an arrangement constructed was pre-
sented on the enclosed, fig. no. 73. This arrangement had dimensions
1000 x 70O x 150 mm and consisted of three chambers. Two of these
were the water chambers with an arbitrarily controlled water table
level for the reproduction of optional hydraulic heads. The main cham-
ber was filled with a soil material and separated from the water cham-
bers with a filter gauze. The front wall of the tank was made of or-
ganic glass for the purpose of a visual observation of the pollutant
propagation in the medium. Por the determination of the pollutant con-
centration the tank was equipped with 42 electric sensors distributed
within the main chamber on a square grid 100 x 100 mm. Prom each
sensor insulated wires were led to the control board.
The concentration of pollutants in a given point was measured on
the basis of current intensity flowing between the sensor's electro-
des. The D.C. current used was from a battery, with voltage U =5,7 V.
The soil medium chamber was filled with soil material, introduced
into water in thin layers (5 cm), each time being compacted.
In tests of the pollutant propagation in the medium a normal
school inkwas used as the polluting substance. Selection of this type
of pollutant was dictated by the consideration of its characteristics:
206
-------
to
o
filter gauie
wall of organic glass
1
0
'S, •
\
c5=
/with plotted square networ*
/
"N,
/
^N
i
y \
^
•
, '
1
j ,
'
' ' (
;
overflow
\
—
~
J
m^^^
':
/
regulated water takeoff
150
700
10OO
SCALE 1:10
AKSONOMETRY
A
i
/
Fig. 73 Scheme of ground model for first series of demonstration
-------
- density equal to 1,022 g/cm
- viscosity equal to water viscosity
- miscibility with water
- color, permitting a visual observation of occurrence
- with the employed sensors and the DC current voltage the relation-
ship between the water and ink mixture concentration, and the
current intensity is linear
- current intensity with applied voltage does not change in time for
a given mixture concentration.
With these characteristics the ink has shown itself to be the
best type of pollutant. The pollutant was brought into the tank on
its whole width. The propagation of the pollutant was observed on
the front, transparent wall of the main chamber (visual observation
of occurrence), and electric measurements performed at time intervals
from 10 mins (for conditions in which the progress in propagation was
fast), to 1 hr (for conditions of a slow variation). Some informative
observations of the above quoted tests are presented on the enclo-
sed pictures (fig. 73 to 85). In this place these will be discussed in
relevance to conclusions, illustrated with appropriate material.
Por the soil medium with the filtration coefficient K = 7,25 m/24
hrs=0,0084 cm/sec, the tests were carried out by four actual veloci-
ties of water flow;
V± = 0,0 cm/sec.
M = 0,O011 cm/sec.
V_ = 0,0017 cm/sec.
o
V = 0,00563 cm/sec.
In all tests performed on this soil medium the pollutants were
3
applied with similar intensity, Q = 0,14 cm /sec.
Por the soil medium with the coefficient of filtration Kp = 34,5
m/24 hrs = 0,0412 cm/sec., the tests were performed by varying,
208
-------
velocities, and also by varied intensity of the pollutants charge:
And so by;
V± =0,0 cm/sec. Q^ = o, 14 cm3/sec.
V2 . 0,0018 cm/sec. Q2 = 0,16 cm3/sec.
V2 = 0,0018 cm/sec. Q3 . o,Ol cm3/sec.
o
V3 = 0,0035 cm/sec. Q2 = 0,16 cm /sec.
o
V4 = 0,04 cm/sec. Q± = 0,14 cm /sec.
Employing by the same V^ flow velocity a different intensity of pollu-
tant delivery the Q2 and Q3, and by the same intensity of pollutants
Q different velocities V and V« acquired were data allowing to draw
^*
-------
Prom the above diagram appears clearly, that the velocity of ver-
tical migration of pollutants decreases in time. Therefore and with
depth, this slowing down value after the period of the first 6 hours
depends on the value of the filtration coefficient.
During the first 6 hours the front of pollutants moved for both
types of soil material by about 15 cm. During the next 18 hours the
curves separate. One can state generally, that -with about a 5 times
greater coefficient of filtration, the velocity of vertical displacement
of the pollutant front is 2 times greater. This is illustrated on the
diagram, fig. no. 87.
The velocity of vertical migration of the pollution front depends
also on the stability of the position of this front in relation to the
horizon of pollutants delivery. Respective relationships are illustrated
on t he diagram, fig. no, 88.
Examining the horizontal spreading of the pollutants it may be
said that:
- for the soil with a permeability coefficient K. = 7,25 m/24 hrs =
= 0,0084 cm/sec., the width of the polluted zone is constant, and
regardless of the depth of the migration front in vertical, was about
18 cm,
- for the soil with the permeability coefficient K = 34,5 m/24 hrs =
= 0,0413 cm/sec, the width of the polluted zone changes in depen-
dence on its vertical dimensions. This relation illustrates the next
diagram, fig. no. 89.
The width of the zone of mixing in the observed time (to 24 hrs)
remains almost constant in time and for various experiments it fluctu-
ated within the 6 to 15 cm limits.
Further tests were carried out with a Variable velocity (v ^ o)
of ground water flow in porous medium. Por the soil material with a
permeability coefficient K= 7,25 m/24 hrs = 0,OO84 cm/sec., the follo-
wing observations were made.
210
-------
Shape and position of the front of pollution is clearly dependent
on the velocity of the water flow.
By small velocities the participation of the vertical vector of gra-
vitation is considerably greater. And so for instance when after the
six hours by an actual ground water flow velocity v = 0,0011 cm/sec.,
the depth of the pollution front was 20 cm, then by the velocity of
v = 0,0017 cm/sec, this just 12 cm, and by velocity of v = 0,0056 was
only 3 cm. The above tendencies can be demonstrated in a form of
diagram (fig. no. 90).
By velocities different from zero the zone of pollution is being
confined underneath and on the side of the inflowing water, not chan-
ging in time the boundary surface. Inclination of this surface in rela-
tion to the horizon is a function of flow velocity, where the angle of
the inclination is getting smaller with increased velocity. By greater
velocities the zone of a strong concentration of pollution can be found
on a small depth under the soil surface — the "tongue" of the pollution
is narrow and elongated. By small velocities the zone of strong con-
centration of pollutants draws deeper.
The width of the zone of mixing (in which the phenomena of dis-
persion and diffusion are occurring) is clearly variable in different di-
rect ions. The narrowest (within 6 cm) and a non - variable in time is
from the side of the inflowing water, which is an effect of interaction
of cancelling themselves vectors of velocity, and dispersion-diffusion.
Prom the practical point of view this does not depend on the actual
velocity of the water flow.
In the vertical direction this changes within a small range from
6 cm by the lowest velocities, to 4 cm by the highest velocities. As
appears, it does not depend on the time factor.
Differences are present in the course of the pollutant migration
along the direction of ground water flow. One can observe here a
clear relationship between the width of the zone of mixing and both
211
-------
the time (increase) and the flow velocity. By smaller flow velocities
this zone is wider.
Striking is the fact, that the displacement of pollutants takes
place both in the zone of capillary rise, and in the saturated zone,
where the speed of migration in the capillary is over two times less
than in the saturated zone.
For the soil with a permeability coefficient K = 34,5 m/24 hrs.
the tests confirmed the observations made for the soil with the co-
efficient K = 7,25 m/24 hrs.
A very essential conclusion from these tests is also the ascer-
tainment of a very pronounced relationship existing between the shape
of the polluted area and the intensity of the pollutants delivery.
In conditions where the amount of introduced pollutants amounts
3
to Q = 0,01 cm /sec., the "tongue" of pollutants has a shape of an
elongated ellipse with the ratio of longer to shorter axis about 4:1,
which is sliding on the surface of the ground water table both in the
capillary and in the saturated zone. When the quantity of delivered
3
pollutants increased 16 times (Q = 0,16 cm /sec.) the share of verti-
cal migration was much greater. See diagram (fig. no. 91).
The zone of pollution has in this case also a correspondingly gre-
ater surface, whereby the increase of a horizontal reach does not
exceed 10 %, and the vertical is about 10 times greater. The volume
of the pollutted zone is therefore about 10 to 12 times greater. More-
over, the tests on a medium less permeable have shown that by the
same actual velocity (being a function of smaller hydraulic head in
relation to a medium less permeable), the pollutants penetrate down-
wards 2 times faster, when the medium permeability is 5 times greater,
whereas the horizontal penetration has an approximated velocity. This
occurrence illustrates the diagram (fig. no. 92).
212
-------
to
h1
OJ
ig.74 Visuality of pollutants migration v-O^cm/s,-k=0,OM2cm/s / Q-0/IOccm/s
-------
to
lQ. / J Visuality of pollutants migration v=QOcm/s/ k=0/0084cm/s/Q=Q,14ccnn/s
-------
to
H
Ul
FlQ- '" Distribution of pollutants concentration after 5h k-0,0412cm/5;v^,Ocm/$/Q-0,10ccm/s
-------
K>
Fig. 77 Distribution of pollutants concentration after 10h30' k=0/0412cm/s/v=0/Ocm/s/Q=0/10ccm/s
-------
to
FiQ.78 Distribution of pollutants concentration after 5h k«0,0084cm/s/ v=0/Ocm/s/Q=0,1Accm/s
-------
to
f-i
CD
Fig. 79 Distribution of pollutants concentration after 24h k=0,0084cm/s/ v-QOcm/s, 0=0/14ccm/s
-------
to
Visuaiity of pollutants migration k = O,O412cm/s/ v = 0,0018cm/s,- Q=0/0lccm/s
-------
FlQ- " I Visuality of pollutants migration k = 0,0412cm/s; v=Q0018cm/s, Q=0,16ccm/s
-------
to
10
h1
FlQ- 82 Distribution of pollutants concentration after 5h k-Q0412cm/s/v-Q0018cm/s / Q~0,01ccm/s
-------
to
to
to
Fig. 83 Distribution of pollutants concentration after 8h k=Q0412cm/s/v-Q0018cm/s; Q=0,01ccm/s
-------
ro
to
to
Fig. 84 Distribution of pollutants concentration after 2h k=Q0412cm/s/v=Q0018cm/s/Q=O/16ccm/s
-------
10
CO
I IQ.85 Distribution of pollutants concentration after 9h k=0,0412cm/s/vO,0/l8cm/s, 0=0,160001/5
-------
to
to
Ol
10-
2O-
0/cm
8 12 16 20 2<. 28 32 36 4O W. 48
Fig.86 Diagram of relation between polluted
front vertical range and time Ay=0.027G/cm3
V-O 1-0
oofor k -0.008i.cm/sec -7.26m/2<.h
J I for V - 00i»12 cm/sec - 3^
O1 O2 O.3 O.4 O.5 O.5 O7 0.8 O9 1O
V m/d
Fig. 87 Diagram of relation of vertical migration
velocity and coefficient of permeability
V-O 1-0
A^f=0.027G/cm3
-------
to
N)
0.5
AV /cm /hs
Fig. 88 Diagram of relation between velocity
of polluted front migration and depth
v-o i-o Ay=0.027G/cm3
oo for soil k =7 2Sm/d
I x for soil k • 34.5 m/d
D
/cm/
50-
30-
20-
ro-
20
60
B/cm/
Fig. 89 Diagram of relations between
vertical and horizontal dimensions
of polluted zone A_ ~~r>nr , 3
v-o i-o A^=0.027G/cnv
oo for K=O.OC3^cm/sec -725m/2t.h
x x for k-0 OW2cm/sec -3U
-------
001
V /cm/sec
to
to
-J
10-
20-
Fig. 90 Diagram of relation between polluted
front depth and actual velocity of
filtration for soil k=0.0084cm/s after 6hs
of its migration
AT=0.027G/cm3
30-
50-
D
/cm/'
Fig. 91 Diagram of relation between depth of polluted
front and dose of pollutant
oo for V - 0 COT'crTwec
< X for ^ - 3^. S rrVd
A^=0.027G/cm3
-------
to
00
10-
20-
30^
WD-
5O-
60-
70-
80-
90-
100-
D ,
/m/
10
12
j
16
18
j
20 t/hs/
Fig. 92 Diagram of relation between the depth
of polluted front position and time
*>P for k, -7.25m/d
xx for k2 - 3^..5m/d
V, -0.0017cm
Q! - 0.16cm/s
-------
The second series of tests on the soil model was carried out at a
later phase of project. Their object was the demonstration of the po-
lluted ground water flow migration as acquired in from tests performed
on a slit type Helle-Shaw analogous model - in the light of results
obtained from the field and laboratory tests. For, in the framework
of the laboratory and field tests was found, that in practice a maxi-
mum increase in specific gravity of water polluted by the waste dis-
posal in relation to pure water does not exceed the A V" = 0,005 mg/1.
Expected also was an elucidation of whether the observed on the
Hele-Shaw model (see section 8) distribution of the polluted water just
in the roof part of aquifer is not caused by the kind of applied liquid
and by the specificity of the used analogy. This series of tests was
made on an apparatus of a similar construction as in case of the first
series, with the provision that the dimensions of the apparatus were
200 cm x 90 cm x 3,5 cm. Glass made walls of the apparatus enab-
led a visual observation of the process, because as mentioned at the
beginning mattered only the demonstration of some tendencies.
The arrangement was filled with sand of a granulation 0 1,2 to
1,4 mm. In the top portion of the sand layer installed was a basket
made of copper gauze and filled with sand of granulation don =
= 0,15 mm, which simulated the disposal with a correspondingly redu-
ced permeability in relation to the aquifer. Used in the tests was pure
o
water from the waterworks with temperature + 15 C.
In order to model the water polluted with leachates leached from
the disposal: water solution of permanganate of potash, normal school
ink and a solution of table salt NaCl was used.
Speaking for this were the following considerations:
- each of the employed components could be brought into the model
in a form of a liquid with viscosity close to water, and could be
easy mixed with it,
- permanganate of potash was used, as a dry addition to sand simu-
229
-------
lating the disposal as a component washable in the water environ-
ment,
- bulk density of the polluted water could be varied at will, in apply-
ing salt in optional concentration,
- dyes allowed a visual observation,
The following polluting substances were used:
1 - permanganate of potash with the bulk density equal to the bulk
density of pure water»
2 - dry permanganate of potash mixed with sand simulating the dis-
posal,
3 - solution of school ink with the bulk density increased in relation
to pure water by 10 /oo (A V" = 0,01),
4 - solution of table salt by A \T = 0,026,
5 - solution of table salt by A \T = 0,15.
The tests were made for two schemes:
A. The polluting disposal situated above the level of the ground
water table,
B. The polluting disposal situated below the level of a ground water
t able.
The tests were carried out in following combinations;
Scheme A - polluting solution 1 and 3, hydraulic gradients
3
I = 0,11; I2 = 0,01; q = 0,02 cm /sec.
Scheme B - polluting solution 2,3,4,5 hydraulic gradients respecti-
vely I2 = 0,085; I3 = 0,0085; I = 0,01; I = 0,008.
Owing to the qualitative character of the demonstration tests, the
230
-------
1
Fig. 93. Demonstration of pollutants migration from the
disposal situated above ground water table.
Fig. 9k. Demonstration of pollutants migration from the
disposal situated belov ground water table
(permeability of disposal 5 times smaller than
aquifer one).
231
-------
Fig. 95. Demonstration of pollutants migration from
the disposal situated "below ground water
table (permeability of disposal 5 times
smaller than aquifer one).
Fig. 96. Demonstration of pollutants migration from
the disposal situated below ground water
table (permeability of disposal 5 times
smaller than aquifer one).
232
-------
acquired results are presented, only in the form of photographs.
The results of tests allow to make the following statements:
1. With the difference of the specific gravity of polluted water and
of pure water to be within limits of A Y max - 0,02 Q/cm3 and
by velocities of ground water flow within V = 1 to 14 m/24 hrs
the tendencies show migration in the zone of aquifer adjoining
the ground water table (on the model this was about 3-4 cm wide,
with the thickness of the water - logged layer of about 40 cm).
2. Portion of polluted water delivered to the surface of the ground
water table migrates in the effect of a capillary rise in the zone
of aerat ion.
3. Tendencies described in pts 1 and 2 are more distinct when
smaller is hydraulic head and the velocity of filtration.
4. These tendencies are more distinct when smaller doses, of pollu-
tants per unit of surface, are delivered and therefore for cases,
with which we will have to deal with in our practice.
DEMONSTRATION TESTS PERFORMED ON A SLIT MODEL OF HELE-
SHAW TYPE
The demonstrated object for this type of model was to present
the selected hydraulic relationships of propagation of pollutants le-
ached from a large waste disposal with the conditions of ground wa-
ter flow and especially:
- influence of aquifer floor deformations on the depth of the polluted
waters' penetration in the flow of ground waters,
- influence of smaller disposals permeability in the relation to
aquifer permeability on the vertical shape of polluted zone.
The demonstration tests were carried out with the assumption,
233
-------
that the specific gravity of polluted liquid qill not be greater in rela
o
tion to pure water than A Y^ = 0,02 G/cm (2 %) and without taking
into consideration the dispersion phenomena.
Used for the tests was a slit-type apparatus, flat, of the oil
type, with dimensions 0,7 x 2,0 m.
The construction of the model is shown on the enclosed drawing
(fig. no. 97). It utilizes the possibility of creation a potential laminar
movement of viscous liquid in a narrow space between two parallel
panels. Preserved on this model is full fidelity of representation of
layers in cross-section. In the scale of representation are: the perme-r
ability of the medium, the kinematic viscosity, the rate of flow and
the time. In this model preserved is the field of gravitation, which is
particularly important for flows of two liquids with different density in
conditions of a free water table.
Model with the dimensions 19 2O x 600 mm was made of aluminium
plate, 6 mm thick, leaving a gap 5 mm wide.
In order to simulate the pit (in which stored was the waste ma-
terial characterized with a smaller coefficient of filtration, a rec-
tangle 3 OO mm long, was cut out in the plate at distance 30O mm from
the front end of the modelling plate. In this rectangle in the course
of performed tests plates were being placed, dependent on given variant,
8 mm thick giving a gap 3 mm wide, that represented the disposal with
a 5 times smaller coefficient of permeability.
According to the program modelled was also the configuration of
the aquifer bottom over which the polluted flow progressed. This was
accomplished through placement and removal from the gap of apparatus
a corresponding quantity of aluminium plates 150 mm high and 50 mm
wide, dependent on the amount of required lowering or elevating the
floor of the permeable layer.
Increase in the specific gravity of pollutants was represented in
in loading the coloured oil with molybdenum.
234
-------
1. Upper oil tank
2. Model in plastics channel
3 Tanks controlling fluid head on the boundaries of model
4 Side tank oil inflow
5 Lower oil tanks
6 Oil pump
7 Model frame
8 Scales
9 Colored oil
1O Timer
11 Returne oil pipline
Fig.97 Scheme of viscous fluid model of Helle-Showtype
235
-------
In computation of model values calculated to natural sizes the
following analogous scales were used;
a) scale of length and of height
_ — _ horizontal dimension in nature
L 1 horizontal dimension in model
b) scale of width
_ An _ natural width
A ~ Am ~ width of the model gap
Modelling the width of a natural stream 1,0 m, scale S = —5
A. ^ a
where a = half width of the gap.
c) scale of permeability
_ — — coefficient of permeability of natural soil
K. "~ m ~~ coefficient of permeability in the model
2
ga
m - fy
where; g - gravity
a - half width of the gap
•i - kinematic viscosity
2
g . a
d) scale of yield
Q _ yield in nature
" yield in model
236
-------
-Q - - ^ =
2a . m 3
2 ga
I Scheme; The folloving schemes were selected for demonstrations
of polluted liquid delivered non - point to the surface of the free
ground water table (disposal situated above the ground water table);
a) coefficient of permeability K = K = K_ = const.;
b) flat aquifer floor
c) thickness of the ground water stream "h" was determined with the
ratio to the length of the segment fed with polluted liquid "B"
h ; B = 0.1-2 by h min = 10 m,
o
d) quantity of polluted waters q<5 . 10~ Qu, (for conditions
H
of moderat e climat e )
where;
Q - yield of flow of ground waters
r~i
q - yield of polluted wat ers
c) variable gradient of ground water table i ^0.1.
Scheme II; Polluted water introduced into the interior of the aquifer,
(disposal placed below the ground waters table);
a) filtration space is homogeneous. Coefficient of permeability
K = K = K = const, with the exception of the disposal where;
K *Z Kf.
Following relation is adopted initially:
K
1 = (0.01 to 0.2) .
237
-------
b) the depth of the partly immersed disposal determined with the
ratio to the thickness of the ground water stream;
a : h = 0.1 to 0.8;
c) preserved was the ratio h : B within limits of 0.1 - 2;
g) ground water table gradient i ^ 0.1.
Scheme III; Demonstration of the influence of variable configuration
of the aquifer floor on the shape of polluted zone:
a) homogeneous spaces k = 1C =
K
b) floor of a layer with variable configuration.
Variability of parameters is adopted according to designations,
within limits:
h : h = (0.2 - 1.0)
l± : 12 = (o - 5)
12 : h± = (l - 5)
1± : h = (2 - 5)
c) thickness of the tream of ground water "h" was determined
with the ratio: h : B = 0.1 - 2.
Scheme IV; Demonstration of influence of differences in the polluted
and the pure waters' specific gravities on the shape of the polluted
zone.
For the scheme I the following conditions were modelled:
l) a) Ku = K = K = 20 m/24 hrs
i~i V
b) horizontal floor of the aquifer
c) h : B = 23,8 ; 21,0 = 1.13
d) q = 0.0149 m3/d
238
-------
waste disposal
waste disposal
waste disposal
waste disposal
Fig.98 Tested schemes of disposal
239
-------
e) i = 0.025
g) length of the modelled stream L = 92.4 m
h) modelled time T = 145 days (24 hrs - day).
Obtained thickness of the polluted stream was m = 0.28 m.
2)
a)
b)
c)
e)
f)
g)
KTT = K, = K = 20 m/24 hrs
XT. V
horizontal floor of the aquifer
3.
q = 0.118 m /d
i = 0.10
3,
Q = 35 m /d q : Q =
length of modelled stream L
92.4 m
h) modelled time T = 46 days.
Obtained thickness of the polluted stream was m = O.14.
As could be seen the four times increase of hydraulic gradient
effected the decrease of polluted stream thickness, in spite of the
dose of pollutants was in the relation to clean water quantity three
times higher.
Por the scheme II the following conditions were modelled
l) a) Ka = 20 m/24 hrs Kd = 4 m/24 hrs
b) horizontal floor of the aquifer
c) h : B = 19.6 : 21.0 = 0.93
o
d) q = 0.0218 m /d
e) i = 0.025
\ 3.
f) Q = 14.88 m /d q : Q = 0.0023
g) length of the modelled stream L = 92.4 m
h) modelled time T = 185 days
i) the disposal was immersed within the aquifer to a depth 2.8 m
(from downstream side).
The obtained thickness of the polluted stream of ground waters
was m = 105 m.
2) a) Ka = 20 m/24 hrs Kd = 4 m/24 hrs
b) horizontal floor of aquifer
240
-------
c) h : B . 21 : 21 = 1.0
O
d) q = 0.0699 m /24 hrs
e) i = 0.10
^
f) Q = 35.0 m /d q : q = 0.002
g) length of modelled stream L = 92.4 m
h) modelled time T = 46 days
i) the disposal was immersed within aquifer to a depth of 2.8 m
(from downstream side).
Obtained thickness of the polluted stream in ground waters was
0.7 m. It could be seen from the above that the smaller disposal
permeability than the aquifer one effects a distinct decrease of
the polluted stream in its neighbourhood.
Por the scheme III the following conditions were modelled:
1) a) Ka = 20 m/24 hrs Kd = 4 m/24 hrs
b) floor of aquifer layer with one sinking with dimensions
h = 14,7, m;
h± = 10.5 m, 11 = 30.1 m, \^ = 10.5 m
c) h : B = 0.70
3
d) q = 0.116 m /d
e) i = 0.06
f) Q - 14 m3/d q : Q - 0.008
g) length of modelled stream L = 92.4 m
h) modelled time T = 77 days
i) disposal immersed in the stream of ground waters.
The tests had shown that by a filtration velocity of v - 1.2 m/
24 hrs, a local increase of about 70 % in the thickness of the
stream of ground waters causes a decrease in this place of the
flow velocity and in consequence an increase in the thickness
of the polluted zone,
241
-------
Fig. 99. Demonstration of stream of pollutants
delivered on ground water table when
aquifer "bottom is horizontal.
Fig. 100. Demonstration of pollutants stream filaments
leaving the disposal with permeability 5 times
smaller than the aquifer one.
-------
Fig. 101. Demonstration of pollutants stream
filaments shape when the aquifer "bottom
is deformated.
-------
2) a) Ka = 20 m/24 hrs Kd = 4 m/24 hrs
ta) as ab ove
c) h : B = 0.70
3
d) q = 0,187 m /24 hrs
e) i = 0.1
f) Q = 21.0 m /24 hrs
g) length of modelled stream L = 92.4 m
h) modelled time T = 46 days
i) disposal immersed in the stream of ground waters.
The test had shown, that the increase by about 80 % in a gene-
ral filtration rate reduces the effect of the floor sinking on the
polluted zone thickness. This finds expression in the fact, that
a local (of about 7O %) increase in the thickness of aquifer causes
in these conditions only a 35 % increase in the thickness of the
pollut ed zone.
3) a) Ka = 20 m/24 hrs kd = 4 m/24 hrs
b) floor elevation
c) h : B = 0.66
3 3
d) q± = 0.072 m /24 hrs; q2 - 0.037 m /24 hrs;
q = 0.080 m /24 hrs
o
e) i m 0.053 i = 0.10 i = 0.025
J_ £ o
3 3
f) Q = 10.85 m /24 hrs; Q =» 35.0 m /24 hrs;
3
Q = 6.O5 m /24 hrs
g) length of modelled stream L = 92.4 m
h) modelled time T = 86 days; T = 46 days;
T« = 46 days
o
i) the disposal immersed in the stream of ground waters.
244
-------
These tests had shown that:
In the case of existing elevation in the floor of aquifer decreasing
(on a distance equal to the initial thickness of stream) the thic-
kness of initial stream by 50 %, a local decrease in the pollut ed
zone thickness follows to also about 50 %;
- the above phenomenon with velocity of average filtration
increase by about 100 % does not produce clear changes in
its course,
- by average velocity of filtration decreased by 50 %, the narro-
wing of the polluted zone on the elevation takes place and is
estimated at about 33 %.
Por the IV scheme following conditions were modelled:
l) differences in specific gravity in pure and in polluted water within
the limits:
A ir = 0.019 G/cm
Ay 2 0.026 G/cm
/ 3
A \T o = 0.110 G/cm
2) hydraulic heads I± = 0.01
T = 0.025
3) horizont al floor of aquifer.
The tests had shown that:
for the A r = 0.019 G/cm3, therefore for more than two times
greater, than the expect ed, maximum increase (in the pollution as
induced by the presence of the disposal)by hydraulic gradients
245
-------
I = 0.01 and I = 0.025 the course of the phenomenon was quali-
tatively identical as was in case with previously employed diffe-
3
rences in specific gravities, A jr = 0.005 G-/cm . The zone of
pollution did not show on the investigated length any tendencies
to be drowned within aquifer;
3
for the A V* = 0.026 G/cm by the same conditions of flow an
already clear change in this zone shape is observed, expressing
itself in the increase of its thickness,1 the vector of gravitation
appears to be an important factor in formation of the polluted
zone;
3
by the A y „ = 0.11 G/cm a clear qualitative change is noted
in the course of the phenomenon; with velocities within the limits
of laminar movement, the gravitation vector becomes an equivalent
factor in shaping the polluted zone to the vector of flow; In the
efect the polluted liquid sinks in the stream of pure ground waters.
TESTS PERFORMED ON ANALOGOUS EHDA MODEL
The object of the tests was a. determination of the suitability of
methods of the EHDA modelling for the purposes of forecasting: the
directions of migration of leached out pollutants from the waste dispo-
sal to ground waters, the velocity of their migration and their relative
dilution. Also to improve the system of field observations. This with
the disposal no. 2 ta.ken as an example. On this disposal, right from
the start, and simultaneously with the storage were carried the field
observations which gave a unique opportunity of comparing the fore-
cast values with the real results. The model tests were carried out
as two dimensional, on a plane with the help of an analogous model
using an electrolytic tank. As a basis for the construction of the mo-
del, a map of transmissivity (T = K . H) and a map of free water
table was prepared. This method of modelling was a.dopted for the follo-
wing reasons:
246
-------
to
^ s~x
i i* a'* ao't i p\ )
000000'0
12
1 /
VJI i
V
\l
\l
\
\
\
\
>
^
' / 1
Fig.102
Electrolytic model 1-Two-dimensional vleclnolitic model 1- Three-dimensional model element 3— Electrolytic tank
it — Copper plates electrode - model boundary :>— Copper box electrode-open pit modet 6— Low conductivity electrolyte
7—Electrode supply 8-Wheatstone bridge 9—Probe KD — Electrode juncture 11—paraffin 12—pantograph
-------
- a relatively easy verification of the model, i.e. of conformity of repre-
sentation with actual conditions of flow, especially in conditions of
poor reconnaissance of hydrogeological conditions; the repeatedly
made reconstruction of the model elements was necessary, which in
case of a numerical modelling would require a total change of trans-
missivity matrix as well as its division into several submodels,
- steady character of flow in time
- inaccuracies of results achieved from models based on the electro-
lytic paper modelling,
- demost rative ness of the model, where was displayed a similtude both
in plane and in vertical,
- the object of tests w&s the determination of velocity and directions
of flow,
- the fact, that in some portions of the modelled region certain areas
had to be demarcated where not the difference in ground water
head but the shape of the floor aquifer dictated the dipping of the
water table.
The model was constructed with dimensions 130 x 90 cm, which
corresponded to a horizontal scale of 1 : 2000. The t ransmissivity of
the aquifer was modelled with thickness of the electrolyte layer obtained
by a corresponding configuration of the model's bottom. The of the
ground water head was represented by an electric potential. In the pla-
ces of monitoring wells rod electrodes were put serving to measure
the potential of the field. As the bottom of the disposal is situated
above the ground water table the pollutants leached out with precipi-
tation are falling onto the stream of ground waters. In these conditions
the quantity of polluted water is small and does not cause a deforma-
tion in the ground water t aJole.
Shown on the fig. no. 42 is a hydrodynamic net with isolines of
the water table and the lines of flow streams as acquired from the
verified model.
248
-------
This allowed to determine a probable route of the pollutants lea-
ched out from the disposal. It arises from it that the occurrence of
pollutants can be expected in monitoring wells B-l, B-2, B-3, B-5, B-6,
B-8, B-9 and B-10. In the remaining monitoring wells (according to mo-
del tests) should not appear any pollutions carried in streams of gro-
und water. Using the hydrodynamic net map and the parameters of
permeability (k, ju), the time of flow was calculated for each stream
leaching from the waste disposal to the monitoring wells, using the for-
mula
n
n
n
A t. =
A Li
Vi
( A Li)
A H
where;
A Li
Vi
AH.
i
yui
- time of flow of stream between two consecutive counto-
urs of the water table
- distance between two consecutive contours
- velocity between two consecutive contours
- value difference of successive contours
- specific yield between two successive contours.
Calculated times of flow within the reach of a potentially polluted stre-
am are specified on the following table:
249
-------
Table no. 8 - 1
No.of
st rea.m
0'
0 '
6
8
9
10
10
11
No. of
monito-
ring
well
B-5
B-6
B-8
B-9
B-10
B-l
B-5
B-2
k
m/d
3.21
3.21
3.21
12.89
4.20
4.35
4.35
4.20
4.35
4.35
0.80
4.20
4,35
4.35
0.80
0.80
4.20
4.20
3.67
3.20
4.08
u
0.14
0.14
0.14
0.16
0.14
0.15
0.14
0.14
0.14
0.14
0.11
0.14
0.14
0.14
0.11
0.11
0.14
0.14
0.14
0.14
0.14
Vi
m/d
0.1959
0.1412
3.122
1.1837
0.367
0.4288
0.8122
0.1450
0.1540
0.4167
0.1647
0.1450
0.1540
0.367
0.1647
0.0482
0.242
0.242
0.634
0.287
0.247
ti
of day
587
1133
26
55
180
163
49
455
1364
144
911
455
1364
218
848
2075
430
430
208
428
437
t
587
1214
392
2874
4960
430
1066
437
Remarks
1 year 122 days
3 years 119 days
1 year 27 days
7 years 317 days
13 years 212 days
1 year 65 days
3 year 71 days
1 year 72 days
The calculated time values may deviate from reality, owing to:
_ assumption of starting point for the migration from the verge of
the disposal,
assumption of initial point of time as the moment of pollution
reaching the stream of ground waters, is not taking into account
250
-------
the time required for the leaching pollutants from the disposal and
the filtration through the disposal itself,
assumption of permeability parameters from single tests points de-
signated in conditions of great lithological variability,
stressed by many authors differences between actual speed rate
determined with tracers, and speed according to D'Arcy (and tra-
cers can be regarded as pollutants).
Some of these factors cause an error "in plus" some "in minus"
therefore all the more interesting is their comparison with reality.
The second, next to the time of the pollutants appearance, of inves-
tigated a.ccurrences on the EHDA model was their concentration in
selected points. This concentration depends on the quantity of deli-
vered polluted water to the streams of pure ground water. This quan-
tity in turn will be a function of precipitation intensity. On the basis
of experiments carried out for these region was assumed that during
a summer time about 40 % precipitation will infiltrate, and in the winter
time about 60 %. Specified is for each rainy period an average value
of the infiltrating precipitation (P.) into the ground waters.
Following this, on the basis of a map (fig. 42 ) the ground streams
flowing in the direction of considered monitoring wells were demarcated.
Then the width of these streams in cross-sections by the disposal and
by the monitoring wells, and also their thickness were determined (on
the basis of appropriate maps). Weighted average degree of pollutants
dilution in ground water was computed in a following way:
Each of the demarcated streams flowing within the disposal reach con-
veys a flow of:
% - vi • Bi • hi • A*
whe re;
V - actual velocity (m/24 hrs)
B - width of the stream
251
-------
h - thickness of the stream
p. — effective porosity.
This flow is enriched by a water infiltrating from the precipitation and
each successive rain delivers a quantity:
q. = P. . V, . BI . t
where additionally: P. - infiltration from particular rain
t - time unit (24 hrs).
Infiltrating rain water leaches from the waste disposal polluting
components and brings these to the stream of ground w&ters. As this
flow is rather very slow, the loads of pollutants delivered by particu-
lar rains superimpose themselves on one another. However during the
first period a migration (through a selected point) of pollutants in
waves linked is with periods of rains and dry weather.
If vertical stratification of the pure and polluted waters is not to
be taken into consideration, then the averaged dilution of pollutants
in ground waters on the fringe of a waste disposal should amount to:
while in the cross-section of the considered monitoring well this dilu
tion in relation to the concentration in leaching waters would be;
a
qn -
where additionally:
252
-------
qn - flow of water in the stream of the cross -
V
a = "v under consideration.
The above reasoning does not take into account the following facts:
- as the previously ma.de tests have already indicated the pollutant
most probably will fiow only in the upper p^ Qf the ^^ ^^
stream, with a thickness maximum to 1.5 m, therefore their concen-
tration will be very uneven, much greater will be near the top and
much smaller in the interior of the stream; however considering a
given point as a. well inteking water for the consumption purposes,
may beassumed that in such practice the pumped water will be
mixed to become average
- the dilutions obtained from dispersion - diffusion, ionic absorption
and ions exchange as well as different mobility of different ions -
these occurrences are very important in the case of a particular
considered stream, but lose their significance when the pollution
assumes a character of large area, and this type of situation we shall
have to deal with in cases of large waste disposals.
The dilutions computed in this way for the close to the disposal
situated monitoring wells are illustrated on the following tables.
Stream "0" to the B-5 monitoring well.
De..t e
Sept. 13, 1974
Jul. 22,1975
Sept. 10,1975
Jul. 31,1976
0.0013
0.075
0.123
0.0920
background
0.0024
0.0169
0.1890
As can be seen the increase in water pollution in the B-5 well
should be visible when the pollution load delivered by infiltrating
253
-------
.waters within the reach of disposal was to exceed in a clear way a
normal state of pollution (chemical background).
The stream "0" could not reach still the B-6 well, due to a too
short time (see table no. 8-1 ).
Stream "6" to the B-8 monitoring.
Date
Sept.
June
Oct.
Jul.
13,1974
23,1975
20,1975
31,1976
0.0013
0.0578
0.0954
0.0692
background
0.000034
0.000084
0,00267
The streams 8 and 9 could not reach still the wells B-9 and
B-1O due to insufficient time length (see table no. 8-1 ).
In these wells there should still be no pollutants.
Stream "10" to the B-l monitoring well.
Date
Apr.13,1975 0.0058 background
Jul. 22,1975 0.0517 for the whole time
Sept. 10,1975 o 1485 length i.e. during 147
» U.O.*»D
pollutants
displaced themselves
on the distance of
35 m (l = 0.242.147
days) and did not reach
the B-l well
Jul. 31,1976 0.201 0.386
The stream "10" could not reach still the B-5 well, due to a too
short time (see table no. 8 - l).
254
-------
Stream "11" to the B-2 monitoring well.
Da.te _
Apr. 13,1975 0.0388 background
Jul. 22,1975 0.273 To the Sept. 10,1975, i.e.during
Sept. 10,1975 0.546 147 days the pollutants were
displaced on 36 m distance
(l = 0.247 . 147 days and did
not reach the B-2 well.
Jul.31,1976 0.634 0.374
As from the above calculations appears, the pollutants should have
occurred in monitoring wells B-l, B-2, B*5 and B-8. The state of dilu-
tion in particular wells could be very different. One would expect the
great est concentration in the well B-5 and then in wells B-2, B-l and
B-8.
Comparing the results of prognosis with the field observations
and the water analyses one can say," that this prognosis finds its
confirmation with reality in the qualitative respect. For the quantita-
tive evaluation is still too early, and its execution will require a lon-
ger time period.
SUMMARY OF MODEL TESTS
I. Tests performed on the soil models enabled a visualization of
the pollutants migration phenomenon in a porous medium, and the
drawing of certain conclusions,^ and particularly it enabled us to
demonstrate that:
^. Within limits of a 2 % difference in the weight by volume of
polluted and of pure waters,' the gravitation does not effect
. (below the disposal and in its close neighbourhood) a vertical
sinking of polluted liquid, in conditions of laminar flow. This
phenomenon is most probably a result of the int erparticle forces
255
-------
activity, which by small differences in weight by volume of
both liquids, are balancing the increase in the vertical vector
of gravitation. This effect of forces will depend on the soil
granulat ion.
2. When the increase in weight by volume of polluted liquid
exceeds slightly the 2 %, and the horizontal velocity of the
ground water movement is V, = 0 then:
a) velocity of migration vertical depends on the dose of pollu-
tant and the permeability, and decreases distinctly with
the prolonged duration time of the phenomenon
b) horizontal propagation depends mainly on the perrreability
as well as pollutants discharge which effect among other
factors the dispersion and diffusion phenomena
c) the width of the miscible zone is little changeable in time.
3. In conditions as in pt. 2, but with velocities different from
zero,' V ^t 0
a) participation of vertical migration depends on the velocity
of horizontal migration and on the permeability
b) width of the zone of miscibility is directionally variable
and depends on many factors
c) the shape of the stream of polluted liquid depends on the
pollutant dose.
4. When the difference in weight by volume of polluted liquid
(delivered on the table of ground water) in relation to pure
water does not exceed the 2 %, the most pollutants migrate
in the zone directly adjacent to the ground water table and
in zone of capillary rise. The tendencies could be observed
by different filtration velocities of ground waters and is more
distinct when the dose of pollutants is smaller.
256
-------
II. The tests performed on an analogous model of the Hele-Shaw
type allowed us to demonstrate the influence of some factors on
the pollutants migration with taking into consideration the factors
of time and increase distance.
These tests enabled a demonstration that:
1. Similarly as in the soil model, the phemenon of gravitation
within the limits of 2 % of the weight by volume does not
produce distinct vertical migration of pollutants near the dis-
posal.
2. When the disposal is situated above table of ground water,
the pollutants show tendencies to remain close to the surface
of ground water,' when not taking into consideration the ver-
tical dispersion.
3. In the case when disposal is situa.ted below the ground water
table the initial thickness of the polluted stream will depend
on the ratio of disposal and aquifer permeability:
- when the permeability coefficient of the disposal is smaller
from the one of aquifer,3 a flow round of the stream lines
under the disposal will occur. This will effect decreased
thickness of the pollutant stream leaving the disposal in
relation to the depth of the disposal immersion,'
- when the filtration coefficient of the disposal is equal to or
greater from the filtration coefficient of the layer the shape
of the stream lines is practically parallel. In this case the
stream of pollutants will be close to disposal edge equal
to the maximal immersion thickness of the immersed dispo-
sal in its further course the shape of the pollut ed stream
is subject to the same laws as above.
4. Local sinking in the floor of aquifer layer causes a local in-
crease in the polluted zone in the stream of ground waters
257
-------
and a local elevation decreases this thickness. With increasing
avera,ge velocity of filtration this phenomenon becomes less
visible.
III. Investigations performed on the EHDA model permit provide:
1. An accurate (particularly with spatially complicated structure
of aquifer) reconstruction of the hydrodynamic net/ which ena-
bled to find the prevailing directions of the pollutants' migra-
tion.
2. A quite accurate determination of directional filtration velo-
cities, and with it the determination of time of the pollutants
appearance in selected points or regions, which found its con-
firmation in field observations.
3. This method is much less adequate in the determination of
the polluteints 'dilution rate, as this phenomenon is a. deriva-
tive of a greater number of factors than could be formulated
in the framework of its applicability.
258
-------
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EXPLANATION
Avail able in
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2 - Polish
3 - Prench
4 - Russian
5 - German
1 - General
2 - Theoretical
3 - Methodo-
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4 - Regional
1 - General
knowledge
2 - Scientific
investiga-
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3 - Disposal
p lanning
and de-
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-------
O L O S 5 A R Y
Aquifer
Disposal
EHDA
Gob
Hydrodynamic net
HydrogeologicaJ
conditions
Leachates _
Leaching —
Monitoring well -
Open - pit
Old open- pit
Pollutant
Polluted stream -
Pollution
Power plants wastes -
Soil mode]
Storage
water bearing layer or basin
place of waste storage
electro - hydrodynamic analogy model
coal mining refuse = coal mining wastes
horizontal distribution of ground water
heads
complex of geological and ground waters
conditions
products of leaching
physical and chemical extraction' of
components by means of water
well drilled for teinporarly checking of
ground water quality
strip mine or surface mining excavation
openpit abondonned after the end of mining
operations
physical or chemical factor deteriorating
ground water quality
zone of ground water contaminated by
convection of pollutants
phenomenon of ground waters quality
deterioration
ashes and slags removed form power plant
by mechanical or hydraulic method
ground model with sand as permeable
medium
operation of waste placing.
281
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
REPORT NO.
EPA-600/7-78-067
3. RECIPIENT'S ACCESSION-NO.
4. TITLE AND SUBTITLE
Effects of the Disposal of Coal Waste and Ashes in
Open Pits
5. REPORT DATE
April 1978 issuing date
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S) j
Jacek Libicki, Central Research and Design Institute for
Open-pit Mining, Poltegor
8. PERFORMING ORGANIZATION REPORT NO
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Central Research and Design Institute for Open-pit
Mining, Poltegor, 51-6l6 Wroclaw, Poland
10. PROGRAM ELEMENT NO.
EHE 623
11. CONTRACT/GRANT NO.
02-532-10
12. SPONSORING AGENCY NAME AND ADDRESS
Industrial Environmental Research Laboratory- Gin., OH
Office of Research and Development
TI. S. Environmental Protection Agency
Cincinnati, Ohio ^5268
13. TYPE OF REPORT AND PERIOD COVERED
Final
14. SPONSORING AGENCY CODE
EPA/600/12
15. SUPPLEMENTARY NOTES
Project supported "by PL-^80 Special Foreign Currency Program in cooperation with
U. S. Environmental Protection Agency, Region III, Philadelphia Pennsylvania and OIA.
16. ABSTRACT
The objective of this study was to determine the extent of groundwater quality
deterioration when coal mine solid waste (refuse) and power plant ashes were disposed
of into open pits. In addition, disposal methods were developed and procedures for
planning and designing disposal sites were formulated. Pilot studies were conducted
at two experimental disposal sites, at which the groundwater was monitored. As backup
to these tests, laboratory studies of the physical-chemical properties of the waste,
and its leachate were conducted. Based upon the results of these studies, a full
scale demonstration was conducted. From this work, the physical-chemical character of
the waste material and its susceptibility to leaching of particular ions in a water
environment were determined, as was the influence of precipitation on the migration of
pollutants (TDS, Cl, SO, , Na, K, Ca, Mg, NH^, PO, , CTT, phenols, Cd, Sr, Cu, Mo, and B)
to the aquifer. The level of pollution of groundwater in the vicinity of disposal
sites and its dependence on local hydrogeological conditions, and particularly on
hydraulic gradients was ascertained.
Recommendations for improved waste storage technology in order to limit the
effect on groundwater to a minimum and guidelines for designing a monitoring system
are presented.
7.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lDENTIFIERS/OPEN ENDED TERMS C. COSATI Field/Group
Ground water
Aquifers
Leaching
Refuse
Power Plant Ashes
Solid Waste Disposal
Poland
Demonstration Project
Coal Mine Waste
Ground Water Pollution
48A
48G
43F
68C
3. DISTRIBUTION STATEMENT
Release to the Public
19. SECURITY CLASS (ThisReport)
Unclassified
21. NO. OF PAGES
298
20. SECURITY CLASS (This page)
Unclassified
22. PRICE
EPA Form 2220-1 ,(9-73)
282
*U.S. GOVERNMENT PRINTING OFFICE: 1978— 757-140/6849
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