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

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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-

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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

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     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

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 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

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     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

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           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.

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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

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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

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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

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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

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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

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     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

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 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
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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

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    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

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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

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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

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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

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     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

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     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

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     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

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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

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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

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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

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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

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      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

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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

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       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

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                   -  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

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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

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-  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

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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

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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

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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

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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

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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

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                               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

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                             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

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                                          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

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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

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                                                                              - 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

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     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

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                                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.

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     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

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                                             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

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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

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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

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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

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     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

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-   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

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-  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

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-   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

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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

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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

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  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

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                                                                                                           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

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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

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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

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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

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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

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                               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

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- 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

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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

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     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

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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

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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

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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

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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

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     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

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          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

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    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

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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

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        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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       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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