EPA-600/3-77-074a
June 1977
Ecological Research Series
EFFECTS OF THERMAL DISCHARGES ON
PHYSICO-CHEMICAL PROCESSES
AND WATER QUALITY
Vistula River, Poland
Environmental Research Laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Corvallis, Oregon 97330
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EPA-600/3-77-074a
June 1977
EFFECTS OF THERMAL DISCHARGES ON
PHYSICO - CHEMICAL PROCESSES AND WATER QUALITY
VISTULA RIVER, POLAND
by
Jan R. Dojlido
Institute of Meteorology and Water Management
Podlesna 61, Warsaw, Poland
RESEARCH GRANT No. PR-05-532-5
Project Officer
Frank H. Rainwater
Assessment and Criteria Development Division
Corvallis Environmental Research Laboratory
Corvallis, Oregon 97330
CORVALLIS ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D. C. 20460
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DISCLAIMER
This report has been reviewed by the Corvallis Environmental Research
Laboratory, U. S. Environmental Protection Agency, and approved for publi-
cation. 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.
This report was prepared by the following authors:
Principal investigator ~ Jan R. Dojlfdo, Ph.D
Water quality investigations ~ Lucja Jakubowska, Ph.D
Laboratory investigations — Andrzej Stojda
Elzbieta Gantz
Suspended particles investigations — Teresa Suchecka
Data computing — Andrzej Filipkowski, Ph.D
Marek Mroczkowski
Thermal investigations —Andrzej Do/egowski
Wojciech Popjawski, Ph.D
Lidia Simbierowicz
Andrzej Wojcik
ii
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FOREWORD
Effective regulatory and enforcement actions by the Environmental
Protection Agency would be virtually impossible without sound scientific
data on pollutants and their impact on environmental stability and human
health. Responsibility for building this data base has been assigned to
EPA's Office of Research and Development and its 15 major field installa-
tions, one of which is the Corvallis Environmental Research Laboratory (CERL).
The primary mission of the Corvallis Laboratory is research on the
effects of environmental pollutants on terrestrial, freshwater, and marine
ecosystems; the behavior, effec-ts and control of pollutants in lake systems;
and the development of predictive models on the movement of pollutants in
the biosphere.
This report presents the results of a cooperative study by the Institute
of Meteorology and Water Management of Poland under the Special Foreign Currency
Program, PL-480.
The objective of this study was to determine the influence of thermal
discharges from an electric power plant on the physical, chemical and bio-
chemical processes occurring in the receiving river and the effects on water
quality.
A. F. Bartsch
Director, CERL
iii
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ABSTRACT
The study on the influence of thermal water discharge from
the Kozienice power plant on the thermal regimes and water qua-
lity of the Vistula river has been carried out. Kozienice power
plant is situated at the 425th km of Vistula river.
The first unit started its work in November 1972.
The construction of the power plant was finished in February
1975 when the plant reached the capacity of 1600 MW.
The plant is operating with open cooling system using Vistula
water.
The research was performed in the period from January 1973
to December 1975.
The thermal study carried out downstream of the Kozienice power
plant included:
- expedition type of survey. The temperature and velocity
distributions in chosen cross-sections of the river and
in the outlet channel were done.
- periodical type of survey. The temperature and velocity
distribution in the cross-section 1000 m downstream of
the discharge and in the outlet channel.
- Everyday observations of the temperature in the three
cross-sections at three points in each both banks and
midstream at 7 a.m., 12 noon and 6 p.m.
On the basis of the field survey results it has been
stated:
- No extreme conditions (i.e. maximal natural water tempe-
rature, low flow and full capacity of power plant) occu-
red during the project duration.
- The maximum length of the river stretch under the influ-
ence of the heated water was equal to 50.0 km.
- The theoretical study has shown good applicability of
theoretical models for evaluation of the average water
temperature in a river cross-section downstream of the
heated water discharge.
iv
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The physical and chemical investigations of Vistula water
were carried out on the distance from Puiawy (54 km upstream of
the power plant) to Warsaw (84 km "below power planty.Water sam-
ples were taken on ten cross-sections of Vistula course and on
seven Vistula tributaries. In the vicinity of power plant the
samples were taken at three points of the cross-section.
The investigations were performed once or twice a month.
Several times the water sampling was synchronized with the rate
of the water flow*
The water quality of Vistula river upstream of the Kozle-
nice power plant could be classified as average polluted shown
by following parameters:
Range
D.O mg/1 02 5-14
BOD5 mg/1 02 0.7-10
Ammonia mg/1 N 0.1-4.0
Nitrite mg/1 N 0.001 - 0.09
Nitrate mg/1 N 0.02-1.7
On the distance of 138 km between Pulawy and Warsaw, Vistula
river water quality was changing due to the inflowing of waste
and tributaries and selfpurification processes. Some changes of
water quality were also observed in seasons. The largest diffe-
rence was shown in ammonia concentration, from very low, 0.1
mg/1 N in summer up to 4 mg/1 in winter.
During the three years of study, a small Improvement of the wa-
ter quality was noticed.
An attempt was made to find, by the help of statistical
methods, the relation between water quality parameter changes
below the power plant and:
- water temperature
- water temperature increase
- ratio of thermal water discharge to river
water flow.
The influence of thermal water discharge from the Kozienice
power plant on water quality was small and shown mainly by a de-
crease of D.O concentration and an increase of nitrite concen-
tration.
Special investigations were performed to determine the in-
fluence of thermal water discharge on the number and size dis-
tribution of suspended particles in Vistula water. The study
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was supported by laboratory experiments, when the influence of
temperature changes In range 5-32 C was tested. For measuring
the particles the conductive method was used with the help of
Coulter Counter.
Laboratory investigations on the influence of temperature
changes on biochemical processes rate for Vistula water have
been performed. Temperature was changing between 4 and 40 C.
from the obtained results the constant of biochemical reaction
rate k.., thermal coefficient Q, and coefficient of first stage
of nitrification dC^ were calculated.
The formula for the determination of the permissible river
water temperature from the point of view of oxygen criteria has
been elaborated. The calculated temperature depends on water po-
llution with organics and parameters of selfpurification proce-
sses.
vi
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CONTENTS
foreword V
Abstract . VI
Figures IX
Tables XII
Abbreviations and Symbols XVI
Acknowledgment XIX
1. Conclusions. 1
2. Recommendations 4
3. Present Investigations and Views about the
Effect of Heating upon Quality of River Water. . . 5
4. Characteristic of Study Object 12
Area 12
Meteorological and hydrological conditions
in the Vistula river basin between Pulawy
and Warsaw. 16
5. Hydrothermal Study ..... 25
Theoretical background of methods for
evaluation of cooling process in rivers ... 25
Methodology ..... 29
Results 32
Discussion 56
Thermal regime of Vistula water
downstream of Kozienice power plant ... 56
Estimation of the models 58
6. Hydrochemical Studies. .............. 60
Effects of the heated waters discharge
on the Vistula water quality 60
Methods 60
Results 64
Discussion 64
VI1
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The changes of water quality along
the Vistula river in the years
1973 to 1975
(The effect of heated waters discharge
from the Kozienice power plant on the
Vistula water quality ......... 76
Mathematical model of water quality
changes under the influence of thermal
water discharge .............. 98
The effect of temperature on the size
distribution of suspended particles in
water ...... .......... ..... 108
Introduction. . .............. 108
Materials and methods ........... 108
Procedure ................. 112
Results .................. 113
Discussion ...... . ........ . 114
The influence of temperature on the
biochemical processes occuring in the
Vistula river ................. 124
Materials and methodology ......... 124
Research results ............ . 12?
Discussion ................ 129
Determination of k^ constant changes
in various temperatures ........ 129
Determination of the rate of nitri-
fication in different temperatures . . 130
7 . The Method for Permissible River Water
Temperature Calculation Based on the
Oxygen Criteria .......... ......... 137
Critical oxygen deficit calculation ..... 137
Formulation of oxygen criterion relation
enabling permissible temperature calcu-
lation ..... ..... .......... 138
Examplary calculation of permissible
temperature ................. 153
References ....................... 158
vihi
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FIGURES
Number Page
1 Vistula river stretch under study ......... 13
2 Locations of Vistula thermal investigations
cross-sections downstream of Kozienice
power plant .................. • 30
3 Variations of Vistula water temperature
obtained from daily observations. ..... ... 40
4 Vistula water surface temperature distribution
downstream of Kozienice power plant.
September 3. 1975 ................ 54
5 Detention time nomograph on the Vistula s-tretch
from km 37 1+700 to km 513+400 as a function
of water level at Pulawy gauge cross-section. . . 55
6 Location of sampling points on Vistula river
and its tributaries ..... ........ . . 61
7 Changes of yearly water temperature along
Vistula river .................. 69
8 Changes of yearly of oxygen concentration
along Vistula river .......... ...... 70
9 Changes of yearly BOD^ along Vistula river ..... 72
10 Changes of yearly ammonia concentration
along Vistula river ............... 74
11 Changes of yearly nitrite concentration
along Vistula river ... ............ 75
12 Changes of yearly organic nitrogen concentration
along Vistula river ............... 77
13 Flows of Vistula river and capacity of Kozienice
power plant in days water quality measurement . . 78
14 The differences of water temperature and D.O.
concentration between station No. IV and No ,3
(left bank) ................... 83
15 The differences of water temperature and D.O.
concentration between station No. 4 and No .3
(left bank; ................... 83
IX
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Number Page
16 Changes of D.O. concentration after water pass
through cooling system, 1974* . 84
17 Changes of D.O. concentration after water pass
through cooling system, "1975. 84
18 Changes of BOD= after water pass through
cooling system, 1973 86
19 Changes of BOD5 after water pass through
cooling system, 1974 86
20 Changes of ammonia concentration after water
pass through cooling system, 1974 87
21 Monthly changes of ammonia concentration of
Vistula river around Kozienice . 88
22 Changes of nitrites concentration after water
pass through cooling system. 90
23 Changes of D.O. concentration in heated water
channel and in Vistula water downstream of
Kozienice power plant, April 15-16,1975 95
24 Changes of Kozienice power plant capacity and
increases of water temperature in April,
15-16, 1976 95
25 Schematic diagram of Coulter Counter 109
26 Size distribution of particles suspended in
Vistula water (9.1.1975 J 119
27 Size distribution of particles suspended in
Vistula water (10.22.1975j 119
28 Size distribution of particles suspended in
Vistula water (11.11.1975) 120
29 Size distribution of particles suspended in
Vistula water (12.2. 1975J 120
30 The influence of temperature on the distribution
of particles suspended in the water. 123
31 The influence of temperature on the distribution
of particles suspended in the water 123
32 Decrease of D.O. concentration in water in various
temperatures, June 1974 126
33 Changes of 8005 of Vistula water in various
temperatures mean values from 5 measurements,
1974 126
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Number Page
34 Decrease of ammonia concentration in water in
various temperatures, April 1974 ......... 128
35 Changes of nitrite concentration in water in
various temperatures, March 1974 ......... 128
36 The course of nitrification process of Vistula
water in various temperatures .March 1974. The
initial concentration of ammonia A=3.8 mg/1 N. . . 131
37 Dependence of coefficient X on temperature
for various temperatures calculated in percent
ofo<(32.50C) ................... 131
38 Oxygen demand for nitrification of the I stage
for Vistula water. March, 1974. The initial
concentration of ammonia A=3.8 mg/1 N ...... 134
39 Oxygen sag curve in river water ........... 147
40 D.O. contents at critical point depending an
temperature of Vistula river water below
Kozienice power station, calculated for
various pollutant levels ............. 157
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TABLES
Number Page
1 The most important sources of waste water discharged
directly into the Vistula river 14
2 The most important sources of waste water discharged
into the Vistula tributaries 15
3 Comparison of monthly average air temperature values
at some meteorological stations within Vistula
basin between Pulawy and Warsaw for period 1951 to
1970 with those in each year of period 1971 to
1975 17
4 Comparison of average of monthly max. and yearly
max. air temperature values at some meteorological
stations within Vistula basin between Pulawy and
Warsaw for period 1951 to 1970 with those in each
year of period 1971 to 1975 18
5 Comparison of monthly average water temperature
values of Vistula and its confluents for period
1951 to 1970 with those in each year of period
1971 to 1975 19
6 Comparison of monthly max. water temperature for
May to September of period 1951 to 1970 with
those in each year of period 1971 to 1975 20
7 Comparison of Vistula flowrates in each year of
period 1971 to 1975 with characteristic data
for period 1951 to 1970 at Pulawy gauge 22.
8 Comparison of Vistula flowrates in each year of
period 1971 to 1975 with characteristic data
for period 1951 to 1970 at Dublin gauge 23
9 Comparison of Vistula flowrates in each year of
period 1971 to 1975 with characteristic data
for period 1951 to 1970 at Warsaw - Nadwila-
ndwka gauge 24
10 Monthly max., average and min. generating capacity
of Kozienice power plant in each year of period
1973 to 1975 33
xii
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Number Page
11 Characteristic parameters of Kozienice power
plant cooling system during expedition"-
type surveys 34
12 Characteristic parameters of cooling process
during periodical surveys 37
13 Monthly average and max. water temperature at
three Vistula cross-sections .. 41
14 T and T temperature obtained by Energopro-
Jekt's method for cross-section 1000 m
downstream discharge 43
15 Comparison of T values evaluated by
Jaworski's method with those calculated
based on surveys results. 44
16 Comparison of T values evaluated by Edinger-
Polk's method with those calculated based
on surveys results 47
17 River water surface temperature interpreted
from infrared pictures. September 3,
1975 4:20 a.m 49
18 Critical periods for Kozienice power plant
operation in each year of period 1973 to 1975. . 57
19 Comparison of mean water temperature values
in Vistula cross-section 1000 m downstream
the discharge evaluated by EnergoprojektJs,
Jaworski's and Edinger-Polk's methods with those
obtained from surveys results. ......... 59
20 List of localization of the sampling stations. . . 62
21 Averages of results Vistula river and its tri-
butaries water quality measurement year 1973. . . 65
22 Averages of results Vistula river and its tri-
butaries water quality measurement year 1974. . . 66
23 Averages of results Vistula river and its tri-
butaries water quality measurement year 1975. . . 67
24 Hhe capacity of power plant Kozienice (N ),
Vistula river flow above heated water dis-
charge (Q) and in the discharge channel
(Q-nr) during the time of water sampling -
1973 79
xi i i
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Number Page
25 The capacity of power plant Kozienice (N),
Vistula river flow above heated water dis-
charge (Q) and in the discharge channel
(Q-nr) during the time of water sampling -
1974 80
26 The capacity of power plant Kozienice (NJ»
Vistula river flow above heated water dis-
charge (Q) and in the discharge channel
(QT,,1 during the time of water sampling -
1975 81
27 Frequency of negative and positive changes
of water quality parameters upstream and
downstream from the power plant stations
No. 4 1 - 3 91
28 Frequency of negative and positive changes
of water quality parameters at the left
and right ri.ver bank of the Vistula river
(stations No. 4 1 - 4 rj 92
29 The results of Vistula water investigation
close Kozienice power plant during the
critical periods 94
30 Range and average results of twenty-four
hours investigation of Vistula river,
April 15-16, 1975 96
31 Regression coefficients for model 2 . 105
32 Coefficients of variance 106
33 Temperature of Vistula water during the
sampling 115
34 Changes of total number of suspended solid
(5.2 - 33 /unj along the Vistula river 116
35 Changes of total number of suspended solid
(5.2 - 33 /umj across the Vistula river 117
36 Changes of total number of suspended solid
(5.2 - 33 /umj in Vistula water after
passing through cooling system ......... 118
37 Fifteen minutes test: average of total
number of particles 121
38 Five hours test: total number of particles .... 122
xiv
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Number
39 Changes of nitrite concentration in Vistula
water. March 1974. The initial concentra-
tion of ammonia = 3.8 mg/1 N 129
40 Results of nitrification process study 132
41 Oxygen deficit and critical moment values
for Vistula river water at various tempe-
ratures 154
42 Permissible temperature Td values, calcula-
ted for Vistula river water , . 155
xv
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ABBREVIATIONS AND SYMBOLS
This project involved three scientific disciplines: fluid
dynamics (hydrothermal study) , chemistry and biochemistry (hy-
drochemical study) and statistics ( statistical evaluation).
Some notations are duplicated between disciplines but with dif-
ferent definition.
HYDROTHERMAL STUDIES
B - river width (m)
B - heated water stream width (mj
C - of specific heat water (cal/g °c)
h - river depth (m)
h. - average depth in river cross-section (m)
L - river stretch length (m)
Q - river rate of flow (m/sj
Q - heated water discharge (m /s)
T - water temperature (°CJ
T - air temperature (°c)
T - average temperature of heated stream (°CJ
c to }
T 0 - max. water temperature in river cross-section ( C)
max * .
T - ambient water temperature ( Cf
Ta - average water temperature in river cross-section \ C
T - average water temperature in river cross-section
x downstream of discharge (°CJ
T - temperature of heated discharge (°CJ
V - water velocity (m /s)
V - max. water in river cross-section (m /s)
max . -j .
V__ - average water velocity in river cross-section vm /s)
i \
x - cross-section distance downstream of discharge (m)
y - distance from the bank at which the outlet is
located (m J
xvi
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- distance of the profile at which T occurs from the
bank at which the outlet is locatea (ta)
coefficient determining dispersion of heated stream
(QZJ into fresh one ( 0-0z)
0 - water temperature increase above ambient river water
temperature (°CJ
0 - water temperature increase in heated stream ( CJ
c
0 - max. water temperature increase in river cross-section
max /OQ i
0 - initial water temperature increase ( Cj
©„ - average water temperature increase in river cross-
av section (°CJ
MATHEMATICAL MODEL Off ffATEfi DUALITY CHANGES UNDEH THE
INFLUENCE OF THERMAL WATER DISCHARGE
ACj - concentration difference of the i-th substance between
the areas upstream and downstream from the power plant
C)Cj - the i-th concentration difference between the left and
the right bank of the river downstream from the power
plant
y - value calculated from formulas 19 and 20
Q - the flow rate in the vicinity of the power plant
q - heated waters discharge
AT. - an increase in water temperature downstream from the
power plant
T-j - water temperature upstream the power plant
G, . - average concentration value of the i-th substance
upstream from the power plant
NPOM - a number of measurements in a sample
A,B - regression coefficients
- coefficient of partial correlation
matrix of variance-covariance
ff] • * - minor value of the matrix
b. - coefficients of regression
/Uj - mean value
/ i
N - capacity of the power plant
V. - variance coefficients
xvi i
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- average deviation
d / .j - average deviation (dispersion)
^4iL "" concentration of the i-th substance at the left river
"bank below the power plant
C.± - concentration of the i-th auibstance at the right river
p bank above the power plant
HYDKO CHEMICAL STUDY
-1
k-j - BOD rate constant using log base 10, d
kp - reaeration rate constant using log base 10, d~
LQ - initial BOD as ultimate first stage BOD , mg/1 02
L^ - BOD remaining at time t, mg/1
L^ - hypothetical BOD, calculated following equation 21
section 7 , mg/1
G-j - thermal coefficient of k^
©2 - thermal coefficient of k^
t - critical time at which the maximum oxygen deficit
is reached , days
D - oxygen deficit at time t, mg/1 0,>
D - initial oxygen deficit, mg/1 0^
C - dissolved oxygen concentration at critical point,
mg/1 02
f - selfpurification coefficient
f - selfpurification coefficient at 30 °C
Tj - maximum permissible temperature, C
oC-l - first stage nitrification rate coefficient, d~
NOD - oxygen demand for nitrification, mg/1 Q,^
t.) - half-life time of reaction for nitrification process,
d
A. - initial ammonia concentration, mg/1 as N,
xvi ii
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ACKNOWLEDGMENTS
We would like to thank Project Officer Mr Frank H.
Rainwater from Corvallis Environmental Research Laboratory for
his great help during the course of this project, for all his
comments, suggestions and very useful advice in the time of work
and the evaluation of data.
Our thanks to Dr. Walter Drost-Hansen from the University
of Miami and Mr Daniel F. Krawczyk from the Corvallis Environ-
mental Research Laboratory for their help as consultants of the
project.
Special appreciation is expressed to the Staff of Field
Station in S"wierze Gdrne for collecting the meteorological and
hydrological observations.
Our thanks are also expressed to Mr Tadeusz Szostek for his
contribution in the surveys conducted downstream of the Kozie-
nice power plant.
Technical contribution to these studies were made by all
staff of Department of Water Chemistry and Biology and Depart-
ment of Hydrophysics of IMWM. Their assistance is sincerely
appreciated.
xix
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SECTION 1
CONCLUSIONS
During the period of research 1973 - 1975 extreme condi-
tions did not occur i.e. maximal ambient water temperature, low
flows, and full capacity of the power plant.
Therefore, the power plant effect on the natural thermal regime
was not large. The results show as follows:
- The hydraulic system of the discharge and relatively small
depths in the river range 1.5 - 2.0 m caused the lateral
stratification and uniform vertical distribution of tempera-
ture.
- The zone of intensive mixing process was estimated on the 1000
m of length at normal plant operation.
- The length of the stretch under the heated waters influence
was estimated as equal to 50 km.
- The maximal observed temperature difference between the ther-
mal water discharge and water above the power plant was 23.5
°C (November, 29.1974).
- The maximal difference between the average water temperature
in the river cross-section 1000 m downstream of the discharge
and the water temperature above the power plant was 5.5 °C
(April, 9.1975).
- The maximal difference between the water temperature of left
and right bank of the river in the cross-section of 1000 m
below the power plant was 9.2 °C (April, 5.1975).
- The maximal value of the temperature observed in the cross-
section 1000 m downstream of the discharge was equal 26.8 oc
(August, 11.1975) .
- The agreement between the computed and measured mean tempera-
tures was relatively satisfactory. Therefore all the three
methods can be accepted for the calculation of the mean tempe-
rature distribution along the river course. Computed average
values of the temperature were satisfactory in comparison with
the measured ones, however the computed temperature distribu-
tions in the cross-section were not satisfactory as compared
to measured values.
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Studies on the effects of heated waters from the Kozienice
power plant on the Vistula water quality were performed at the
variable degree of river water heating. The differences between
water temperature upstream and downstream of thermal water dis-
charge was from 0 to 6.0 °C. At such values of water temperature
increase it was noticed:
- Dissolved oxygen concentration decrease, reaching 2.4 mg/1 02.
The D.O. concentration changes did not correlate with the va-
lue of water temperature increase. It was noticed, that the
higher the concentration in inflowing water, the larger its
decrease.
- Increase of nitrite concentration to 0.020 mg/1 N .
- In some cases the tendency of decreasing of BOD<- and ammonia
concentration was observed in stream of heated water, but only
at high values of those parameters.
* Other water quality parameters did not change in a visible way.
- Influence of thermal water discharge from the power plant on
the quality of Vistula river was limited to a few kilometers
below the discharge of thermal water.
- In laboratory investigations the influence of temperature chan-
ges on the rate of organic compounds biodecomposition in Vis-
tula water was determined. Calculated k.j POOP " constant of
biochemical reaction rate for Vistula water in the vicinity of
Kozienice was 0.1 d"', and thermal coefficient G was 1.024.
- The influence of temperature changes on nitrification rate was
stated. The maximal nitrification rate was observed at the tem-
perature of about 20 °C. The coefficient characterized the ra-
te of the first stage of nitrification the oxidation of ammo-
nia into nitrites oC 1 showed values between 0.19 and 0.68 d'',
depending on water quality and incubation of temperature. The
mean value^ 20°C was °*^ *
- Statistically calculated relations between water quality chan-
ges and: a) water temperature, b) water temperature increase and
cjratio of thermal water discharge to river flows, were very
poor.
A small relation was observed only for Dissolved Oxygen con-
centration, nitrites concentration and BOD^.
- The number and size distribution of suspended particles in Vis-
tula water diameter 3.3 to 33 microns did not change visibly
under the influence of the thermal water discharge from the
Kozienice power plant.
- In the case of high water pollution with easily degradable or-
ganics, the Increase of water temperature may cause critical
oxygen deficit. The maximal, permissible temperature from the
point of view of oxygen balance can be calculated from the fol-
-------
lowing formulas created in the project:
11.745 - C -
0.137 -
for 0.5
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SECTION 2
RECOMMENDATIONS
The field investigations of the influence of thermal water
discharge from the power plant on the thermal conditions and the
quality of receiver water are very useful for determining the
permissible water temperature for the tested river and for other
rivers.
The future research works on the influence of the thermal
water increase on water quality should be limited for evaluation
of oxygen balance and nitrification process.
For the water highly polluted by easily degradable organic
compounds, the permissible water temperature from the oxygen ba-
lance point of view, could be calculated from the formula sug-
gested in this paper.
A discreet model should be prepared to have more accurate
solutions of temperature distribution in mixing zone along the
river course, because the agreement between computed and measure-
ment temperature distributions was not satisfactory.
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SECTION 3
PRESENT INVESTIGATIONS AND VIEWS ABOUT THE
EFFECT OF HEATING UPON QUALITY OF RIVER WATER
UJitil now there have "been few investigations on the effect
of heating upon the biochemical processes and chemical composi-
tion of waters. On the basis of the present investigations in
laboratories and on the rivers, it is a general view that the
heating of water causes the following changes:
- decrease of oxygen solubility,
- accelerated decomposition of organic substances and on incre-
ase of oxygen usage,
- acceleration of the nitrification process,
- accelerated oxygen usage by water organisms (mainly during
the night) ,
- increase of corrosion,
- increase of algae production which, after decay, might cause
secondary river pollution,
- increase of toxicity of heavy metals, pesticides and other
contaminants (harmful substances^,
- decrease of ice cover and the period of its duration and dif-
ferent aeration conditions connected with it,
- decrease of receiver's assimilating capacity.
The above mentioned phenomena, have in principle a negative
effect on the quality of water; here also lies the source of fe-
ar of excessive thermal water pollution. Investigations on the
influence of heated water discharge on the water chemistry of a
receiver gave different results, though that depended upon the
amount of heating and river pollution above the power plant.
Some results of those investigations and, consequently, the
views of the researchers on the matter of thermal pollution are
presented below.
Krenkel (1) discovered the influence of heating on the re-
ceiver's capacity for the assimilation of sewage negative.
He carried out his research on the Coosa River, into which the
-------
waste discharged in the amount of 13 tons BOD per 24 hours did
not cause negative effects on the oxygen conditions at river
temperature of 25°C. When water temperature increased to 30°C
the same pollution load resulted in the decrease of oxygen con-
centration below 4 mg/1 0^, which is lower than the permissible
value for that river. Krenkel calculated that in order to main-
tain oxygen conditions at the previous level, it is permissible
to discharge only 5 tons of BOD per 24 hours into the river; it
means that the increase of water temperature by 5°C was equiva-
lent to the waste load of 8 thousand tons of BOD per 24 hours.
Suszczewski (2j stated that a discharge of heated water
improves oxygen conditions in winter time, preventing a river
from being covered with ice in certain sections below a power
plant.
Stangenberg (3,4) brought attention to different effects
that a discharge of heated water has on a river: either harmful
indifferent or useful. He took as an example the excessive hea-
ting of the Nysa iuzycka RLver (in summer up to 36°C, in winter
up to 6.5°C), by the discharge of water from the Hirschfelde po-
wer plant (270 MW of power capacity^ causing changes in the wa-
ter chemistry and its biocenosis. The increase of water tempe-
rature caused a decrease of oxygen concentration down to 3.6
mg/1 62- At the same, Stangenberg took into consideration the
hypothetical situation of heating of the Odra River waters wit-
hin the section from the country border to Wroclaw. Organic mat-
ter, mainly phenols, would have undergone faster biochemical de-
composition and the quality of waters upstream of Wroclaw would
have been improved. It would have been a positive effect of a
discharge of heated waters.
Gustafson (5J analyzed the Influence of a discharge of hea-
ted waters from three nuclear power plants: Point Beach, Donald
C.Cook and Zlon on Michigan Lake. He found that there is no
harmful Influence upon the quality of water. Simultaneously, he
made a statement that thermal pollution is being treated in an
exaggerated way nowadays, similarly to the pollution by radio-
active substances; whether there are any changes in the environ-
ment or not, the discharge of heat is considered as a dangerous,
He stated also that the heat provided into water body is always
the same - independently of whether it is natural heat or a dis-
charge of heated water. The effect that the increase of tempera-
ture has upon the water environment is always the same, irres-
pectively of the source of heat.
Investigations of on influence of a discharge of heated wa-
ter from the Martins Creek power plant on the Delaware River,
carried out In 1956 (6) showed that the changes in chemical
-------
constitution were small. Only small decrease of oxygen concen-
tration in the water below the power plant was observed.
Foerster (7) carried out four-years investigations on the
influence of heated water discharged from nuclear power plant
in East Haddam (590 MW of power capacity) upon the quality of
receiver waters. Five and one half percent of the river flow was
used for cooling purposes, and the water temperature, after the
water passed through a cooling system, increased by 7.1 °C ho-
wever the heated water was discharged into the river by a chan-
nel of 1.8 km of length.Foester found small changes in the qua-
lity of the receiver water; a small decrease of pH, dissolved
oxygen and nitrogen concentration while there was a distinct
increase of nitrite concentration (from 0.23 up to 0.31 mg/l).
Investigations carried out by the University of North Ca-
rolina in USA (8) on a discharge of heated water on the water
chemistry did not show any correlation between an increase of
temperature and calcium, phosphates and nitrates concentrations.
Engle (9) and Ward (10J showed in their investigations that
a discharge of heated water from a power plant does not cause
any change in pH values and water alkalinity.
Beer (11) found, that in the Michigan Lake, in the place
where water is being heated by power plants, concentrations of
ammonia smaller than in the rest of the lake appeared.
Investigations on the influence of heated water discharge
from the Konakdw power plant on the quality of the Iwanowski
Impoundment situated on the Upper Volga have been accomplished
(12). Water temperature below the power plant increased in win-
ter by 11.3 °C and in summer by 9.7 °C, and the maximum tempe-
rature observed was 31.4 °C. It was observed that in the area
where heated water mixes with the water of a receiver, in win-
ter time the dissolved oxygen concentration increases.
Driver (13) found a big dependence of oxygen deficit in a
river upon the water temperature. For practical purposes he for-
mulated on empirical formula for calculation of oxygen deficit
in the river below a source of waste in order to evaluate assi-
milatory capacity of the Coosa River.
„ 57.85 • Q°'01
D as f}; *
jO.1 . T0.51
where: D = oxygen concentration, rag/1
Q = water - flow in a river,
-------
L = BOD5 of discharged waste pounds/24 hours
T = temperature in °C
Oxygen concentration in river water is dependent on river
flow, discharge of waste and temperature. The formula shows that
DO concentration decreases with an increase of temperature, and
that water temperature influences oxygen concentration much more
than flow or discharge of sewage.
An increase of temperature enlarges the toxicity of many
substances polluting water towards water organisms. The results
of laboratory investigations carried out by Schaeffer 04) pro-
ved this statement. Schaeffer investigated the toxicity of chro-
mium compounds towards Rotatoria Philodina roseola obtaining an
increase of toxicity with an increase of temperature.
Temg.^C 5_15_
TLm,mg/l as Cr 65 43 37 28 23 18
Urban (15) states that heating of waters increases the toxi-
city of metals and pesticides in water environment.
Laberge (16) found that an increase of temperature by 10 °C
doubles the potassium cyanide toxicity towards fish.
Chirac (17) investigated the influence of a discharge of
heated water from a power plant upon the River Jiu in Rumania.
When 28 % of river flow was used for cooling, the temperature
of the receiver water increased by 3.2 °C, reaching 25.5 °C.
Oxygen concentration at 0.6 km below the discharge point decre-
ased by 0.5 mg/1, where as oxygen saturation stayed at the same
level of 94 %. At a distance of 6 km below power plant the dif-
ference in oxygen concentration between water at this point and
the inflow of water was 1 mg/1, while oxygen saturation decre-
ased by 10 ft. When 78 % of river flow was used for cooling, wa-
ter temperature in a water receiver increased by 21 °C, reaching
a high value of 39.5 °C. Oxygen concentration of in flow water,
which was 128 # of saturation decreased by 30 % (i.e. by 4.8
mg/1 0?]. Inflow water was very clean; BOD5 ranged from 1.5 to
2.2 mg/1 02. Heating of water did not effect BOD5 in a visible
way.
In certain cases the influence of heated water has a posi-
tive effect.
The quality of polluted waters of the Regnitz River in West
Germany (18) improved a lot after the discharge of heated waters
from the Franken II power plant, which uses 80 % of the river
8
-------
flow. Oxygen concentration increased from 0 up to 7 mg/1 02 and
BOD5 quickly decreased from 23 down to 12 mg/1 02«
Investigations on the Rhine River (19) proved that an in-
crease of water temperature causes an increase of water corro-
sion towards water constructions particularly when chloride con-
centration is high.
Appourchaux (20) carried out a two-year investigation on
the influence of the Monterau power plant 250 MW of power capa-
city on the waters of the Seine River.
•\
The use of water for cooling was 10 m /s with the river
flow of about 30 rn^/s. The difference between temperatures of
Intake water and water discharged was 6 to 7 °C; 6 km below the
discharge of water, an increase of temperature by 1 - 2 c
appeared. The investigations showed no changes either in the
concentration of dissolved oxygen in water or in dissolved mat-
ters concentration.
Ross (21) from the Central Electricity Generating Board,
U.K., presented a statement that the heating of water has no ne-
gative effect upon the quality of waters. He found that water
loses oxygen after heating only if it is in 100 % saturated with
oxygen, let none of the rivers in England carry water with oxy-
gen concentration close to a 100 % saturation. Besides, if there
is a lot of oxygen in water, a decrease of oxygen concentration
appears - only when super saturation appears, then the loss of
D.O will be small, anyhow. Nevertheless, if the water with low
oxygen concentration is used for cooling, aeration at discharge
may result in an increase of oxygen concentration. Additional-
ly, Ross suggested that the danger of reaching a high deficit of
oxygen caused by heating and Acceleration of biochemical proces-
ses is small for slightly polluted rivers. This danger may appe-
ar when waters are heavily polluted with organic matter.
Investigations were conducted on the effect of water dis-
charge from the Skawina power plant upon the Skawinka and Vis-
tula Rivers. The Skawina power plant (550 MW of power capacity)
is situated at 3.3 km of the Skawinka River, the right tribu-
tary of the Vistula River (km 60 + 500). The flow of the Skawin-
ka River in this place is 2.6 m3/s. Due to such small water flow,
the water for cooling is taken from the Vistula at Le.czany (at
38th ktnj and is supplied for the power plant through the I^cza-
ny - Skawina channel, which is 1? km long. The power plant con-
sumes from 16 to 24 m3/s of water for cooling purposes. Heated
waters are discharged to the Skawinka River, which at 3.3 km
joins the Vistula. The average low flow of the Vistula River be-
low the Skawinka River is 23.4 mVs, so the water consumption
-------
of the power plant varies from 68 to 102 % of the Vistula Biver
flow, at its low water level.
Investigations carried out during the period 1962 - 65 gave
following results (22j. Increase of water temperature after flo-
wing through condensers amounted to average 7 °C and maximum 9°C
The maximum temperature of the water discharged from a power
plant observed in July, 1963 was 35°C. The highest water tempe-
rature in the river (that is 34 °Cj was marked also in July,
1963; at the same time the natural temperature above the power
plant were also high.
Oxygen concentration of water passing through condensers
underwent certain changes, sometimes increased by 0.7 - 2.1
mg/1; in other periods it would decrease to 1.8 mg/1 Op. There
were also periods when oxygen concentration did not change. Yet,
there was a systematic decrease of oxygen concentration in the
Vistula RLver below the power plant, sometimes even by 5 mg/1 02
The smallest dissolved oxygen concentration in this section
of the Vistula Blver amounted to 2 mg/1 02» There was also a de-
crease in the percentage of oxygen saturation.
The Vistula waters at the point of heated waters discharge
were rather highly polluted. Above the power plant BOD5 ranged
from 3.1 to 15.2 mg/1 02 and COD from 12 to 29.4 mg/1 Op.In the
cross-section below the power plant BOD« varied from 2.5 to 16.4
mg/1 02 and COD from 10.0 to 33.4 mg/l^Op.Such small changes did
not allow for drawing conclusions about the direction of chan-
ges in water quality caused by heating. Other parameters of che-
mical water pollution such as chlorides, phosphates, pH, suspen-
ded solids, nitrogen compounds and phenols did not undergo any
serious changes under the influence of heating.
Investigations carried out in 1968 and 1969 (23) showed si-
milar results. At the conclusion of investigation it was stated
that the discharge of heated water from the Skawina power plant
did not cause any essential changes in the chemistry of the Vis-
tula waters.
Investigations were conducted on the effect the discharge
of heated waters from the power plant in Ostrole.ka upon the wa-
ters of the Narew River (24). There are two power plants in
Ostro£e.ka: power plant A with a power capacity of 80 MW, and
power plant B with a power capacity of 600 MW. They work by an
open cooling system. Ostrple.ka B power plant was set opened in
1972 and it requires 25 nor of water per second.Investigations of
the influence of heated waters on the quality of the Narew Eiver
waters were carried out in 1972 and 1973. In 1973 the average
10
-------
power out put of the power plant was 313 MW, and at maximum it
was 545 MW. When the flow of the Narew River amounted from 41
to 215 mVs, the water consumption for cooling purposes of the
power plant equalled from 8 to 37 % of river-flow.
The temperature of water in the cooling circuit of the po-
wer plant increased on the average by 8.7 °C. The largest diffe-
rence "between the temperatures of heated waters discharged from
the power plant and the waters of the Narew River was 21 °C.
Just below the discharge of heated waters the temperature of the
Narew River waters increased maximally by 8 °C. The temperature
of the river water decreased quickly and at 1 .5 km below the po-
wer plant the increase of temperature did not exceed 2 °C.
The passing of water through a cooling system of turbine
sets of the power plant caused small decrease of oxygen concen-
tration; in extremes only by 2.2 mg/1 (U. Yet, at the same time
the increase of temperature inoreased tne percentage of oxygen
saturation.
Heating of water very often caused minor decrease
of BOD-, although there also appeared instances of small Incre-
ase
In the thermal water as well as in the river water below
the power plant a clear increase of nitrite concentration was
observed. Other determined compounds of water like nitrates,
phosphates, turbidity colour, pH, odor and dry residue did
not undergo any essential changes.
Generally speaking, the discharge of heated water from the
Ostrole.ka power plant caused small changes in the chemical com-
position of water and it did not cause the deterioration of its
quality.
11
-------
SECTION 4
CHARACTERISTIC OF STUDY OBJECT
AREA
The area of the Vistula River catchment along the stretch
between Puiawv and Warsaw is equal to 27609 km2,which means 33$
of the total basin from the source to Warsaw (Fig, 1). The part
of the catchment mentioned above is situated in three natural
regions: Malopolska Highland, Lubelaka Highland and Mazowiecko-
Podolska Lowland. Highland Krakowsko-Cze.stochowski, S*wie,tokrzy-
skie Mountains and Roztocze - Country.
The main part of the area has small differences in eleva-
tion. Higher hills, more than 300 m above the sea level are only
in the high Pilica and Wieprz basins. The elevation lower than
200 m a.s
Some larger left-bank confluences are: Zagozdzonka,Radomka,
Pilica, Czarna, Jeziorka, and right bank: Kurtfwka, Wieprz,Okrzej
ka, Wilga, Swider,
The Vistula river within the section between PuZawy and
Warsaw at the distance from 372th km to 509th km is exploited
as a source of water supply for both the communal and industrial
purposes and it is also used as a receiver of waste water from
the plants situated in its drainage area. The most important
uses are: the intake of drinking water for the City of Warsaw
(at 509.8 kmj and the intake of water for industrial purpose by
the power plants of Siekierki (504.6 km) and Eozienice (426.0
kmj and also by the Nitrogen Plant in Pulawy.
The most important sources of waste discharged directly in-
to the Vistula River and indirectly through its tributaries are
presented in tables 1 and 2.
Intensive exploitation of the Vistula River as a receiver
of waste from towns and industrial centers situated along the
river between Pulawy and Warsaw, has a big influence on the qua-
lity of the Vistula River waters. Taking into consideration a
permissible pollution standard, the waters of the Vistula River
are of no use fpr any economic purposes at about 50 % of ita all
length.
12
-------
- Research stretch
of river
Pig. 1. Vistula River Stretch under Study
13
-------
Table 1, The most Important sources of waste water
discharged directly into the Vistula River
Places
km of the River
Kind of waste water
Pulawy
Dublin
Kozienice
G6ra Kalwaria
Wars aw-3i eki e rki
371.5
378.1
392.5
393.4
426.5
476.0
504.6
municipal
municipal and indus-
trial (from the Ni-
trogen Plant)
municipal
industrial (thermal
waterj
municipal
industrial (thermal
water^
The Kozienice power plant is situated at 55 km downstream
of Pulawy on the left bank of the Vistula (at the 425th km from
the source).
The first 200 MW unit was put into operation in November
1972. 4 units were constructed in 1973 and 2 units in 1974.
The construction was finished in February 1975 and then the po-
wer plant reached the designed capacity of 1600 WH,
The station operates with a once - through cooling system.
The intake is located 0.7 km upstream of the outlet. Both, the
intake and the outlet are open channels. The condenser of one
unit needs 8.35 m-Vs of water, which is heated by 7.5 °C. In
other words the Plant requires 66.8 m3/s to operate with the
full capacity of 1600 MW.
14
-------
Tatle 2. The most important sources of waste water
discharged into the Vistula tributaries
Places
Ke.pica
Slawno
Darlowo
Pionki
Kozienice
City
Radom
Garwolin
Zelechdw
Warka
Karczew
Otwock
Jdzefdw
Swierk
Piaseczno
Konstancin
Tributaries J
Wieprz
Zagozdzonka
Radomka
Wilga
Wilga
Pilica
Swider
»
n
n
Jeziorka
n
n
cm of Vistula
river
391.7
424.7
431.2
450.1
462.5
490.0
490.0
490.0
490.0
493.7
493.7
493.7
Kind of waste
water
industrial
municipal
municipal
municipal
industrial
municipal
municipal
municipal
industrial
municipal
industrial
municipal
municipal
n
n
radioactive
municipal
industrial
municipal
Tarczyn
Grdjec
493.7
493.7
industrial
municipal
industrial
municipal
15
-------
METEOROGICAL AND HYDROLOGICAL CONDITIONS IN THE VISTULA
RIVER BASIN BETWEEN PULAWI AND WARSAW
Air Temperature
The air temperature data collected at Puiawy, Radom and
Zelechdw meteorological stations are given in table 3,4.
There are average and maximum values from the period 1951-1970
compared with the corresponding ones from 1971-1975. It can he
seen that the monthly, semiannual and annual averages for both
periods are close to each other. The averages from the winter
semiannuals, of the 1971-1975, are however much higher than the
values from the period of 1951 to 1970. The averages from the
summer semiannuals of the 1971-1975 period are similar to the
values from 1951 to 1970. The max. values observed in 1971-1975
were lower than max. values observed during the 20-year period.
In other words, the max. values observed during the months cri-
tical for cooling process were not much higher than the average
values observed during 1951-1970.
Water Temperature
The average monthly values observed at 7.a.m. at the profi-
les: Puiawy, Krdlewski Las and Warsaw of the Vistula River are
given in table 5. There are also the values for the Kos"min pro-
file of the Wieprz River and Biaiobrzegi of the Pilica River.
The periods of observation are: 1951 - 1970 and 1971 - 1975.
The satisfactory agreement between long term average tempera-
ture and average temperature for the period 1971 - 1975 can be
seen from the table. A small water temperature rise f1°C^ above
the long term average was observed in 1975.
The max. temperature observed during summer months of the
period 1973 - 1975 was lower than that observed during the 20-
year period by about 3°C (Table 6j.
16
-------
Table 3. Comparison of monthly average air temperature values at some neteorologloal stations within Vistula
basla between Puiawy and Warsaw for period 1951 to 1970 «d.th tliose In each year of period 1971 to 1975
Name
of
station
Pulawy
Radom
ieleohiw
Tear
or
period
1951-1970
1971
1972
1973
1974
1975
1951-1970
1971
1972
1973
1974
1975
1952-1970
1971
1972
1973
1974
1975
XI
2.7
5.0
2.4
4.2
1.9
3.5
3.7
5.3
2.2
4.2
1.5
3.4
3.3
4.2
1.8
3.9
1.2
3.0
XII
-0.6
1.0
2.9
-0.2
-0.7
2.1
-1.1
0.6
2.6
-0.4
-0.6
2.1
-1.8
0.4
2.6
-0.5
-1.5
1.7
I
-2.3
-2.8
-7.6
-2.7
-1.2
2,f
3.7
-3.4
-7.3
-2.6
-1.2
2.4
-4.7
-3.5
-3.2
-3.C
-1.8
2.0
II
-2.2
-0.2
-0.2
1.3
2.S
1.0
-2.6
-0.1
-0.6
1.0
2.2
-1.0
-3.4
-0.9
-1.0
0.9
1.7
-1.4
III
0.5
0.0
3.8
3.6
4.4
4.7
0.7
-0.3
3.8
3.4
4.4
4.3
1.1
-0.7
3.0
3.7
3.3
4.1
Mouths
IV
3.0
8.1
8.3
7.9
7.2
7.4
7.3
7.3
7.7
7.3
7.0
6.9
6.9
7.2
7.6
7.9
6.3
6.6
V
13.2
15.5
14.2
13.2
11. S
15.2
12. S
15.2
13. S
12,9
11,3
14.6
12.1
15.0
13.3
13.7
11.0
14.5
VI
— 10
17.4
16.4
17.3
16.2
14.8
IS.E
17.1
16.0
17.2
16.0
14.5
16,0
16.2
15.7
17.3
17.6
14.2
15.9
VII
II-
IS. 5
1C. 3
20.9
18.0
IS. 3
19.4'
18.2
18.6
20.3
17.7
16.1
19.2
18.2
18.3
20.3
IS. 3
15.7
19.0
VIII
12
17.5
13. e
17.4
17.6
18.1
18.5
17.4
19.4
17.0
17. S
18.2
18.1
16.3
19.0
17.0
18.6
17.6
18.0
IX
— 13
13.5
11.3
11.3
13.2
13.3
15. S
13.5
11.2
11. S
13.2
13.4
15. S
12.4
10.6
11.6
12.5
13.1
15.1
X
— 17.
s.s
3.1
5.2
3.5
S.S
S.O
3.3
8.1
G.O
S.4
S.2
7.3
S.I
7.6
5.5
6.0
6.2
7.5
.- Winter
XI-IV
15
0.9
1.3
l.S
2.4
2.4
3.5
0.7
l.S
1.4
2.2
2.2
3.0
C.2
1.1
1.0
2.2
l.S
2.7
Sunner
V-X
— TR— "
14.3
* -t^ <*
14J7
14.1
12.5
15.5
1*' . 3
14.7
14.3
14.0
13.3
15.2
14.1
14.2
14.3
14.5
13.0
15.0
year
XI -X
--:? —
s.s
7.3.
S.2
8.2
S.O
9.5
7.5
7^9
S.I
T'.E
2.1
7.1
7.S
7.S
S.3
7.3
S.9
-------
Sable 4. Comparison of average* of monthly nax. and yearly max.air tenperature valuea it some meteorological etatioas within
Viatula basin between Puiawy and Warsaw fox period 1931-1970 with, those la taoh year of period 1971 to 1975
Name
of
juuywr
Pulawy
Hadom
2eleohA~
XI-X
. .'
15.0
34.4
33. E
31.7
30.7
31.1
30.5
15.1
35.1
33.2
31.4
30.4
32.2
30. S
11 ••
33.4
33.4
32.7
30.7
31.2
30.3
-------
Table 5. Comparison of monthly average water temperature values of Vistula and Its confluents for period
1951-1970 wlta those In each year of period 1971 to 1975
Hlver
gauge
T
7istula-
-Pul:r:y
Vistula
Las
Vistula
-Vi'arszavia
V.'ieprz-
Ko^nin
Pilica-
Sialobrzcgi
Period or
year
2
1951-1970
1971
1972
1973
1S74
1975
1951-1970
1°71
1272
1973
1S74
1S73
1951-1970
1971
1S72
1973
1974
1375
1351-1970
1971
1972
1S73
1974
1275
1951-1970
1971
1972
1973
1974
1975
XI
5—
5.2
6.1
4.3
4.4
1.8
1.6
• 4.5
5.6
3.3
5.2
S.9
4.5
4.6
5.S
3.8
5.0
' 2.5
3.3
4.5
4.9
3.8
4.3
2.4
3.0
4.5
5.4
3.5
4.9
2.2
3.3
XII
J—
1.5
3.1
3.2
1.2
0.2
3.0
1.3
2.3
2.9
1.8
0.2
3.1
1.3
2.3
2.8
1.5
0.1
3.0
1.1
2.3
2.8
1.0
0.2
2.4
1.0
2.5
3.2
1.5
0.3
2.4
I
S—
0.5
0.2
0.6
0.2
0.2
2.7
0.4
0.2
0.5
0.2
0.5
2.8
0.4
0.1
0.3
0.1
0.4
2.9
0.4
0.2
0.5
0.1
0.3
2.3
0.3
0.2
0.4
0.0
0.4
2.4
II
5
0.3
2.1
0.2
0.7
1.2
1.7
0.5
l.S
0.2
1.1
3.2
1.7
0.5
1.4
0.2
0.9
3.0
1.4
0.4
O.S
0.2
0.9
1.7
0.6
0.4
1.8
0.4
1.4
2.4
1.1
III
7
2.2
2.5
4.0
2.5
3.5
5.3
2.3
2.4
3.9
4.2
5.2
G.2
1.3
2.3
3.3
4.1
4.3
5.7
1.9
1.3
3.6
3.3
4.7
5.1
2.4
2.2
4.1
4.5
4.1
4.6
Montaa
IV
g.
7.3
9.3
9.3
7.6
B.O
8.2
8.9
9.5
9.2
2.4
D.5
8.5
8.5
9.4
0.2
9.1
9.2
.v 0.5
3.6
8.3
9.3
9.3
3.7
8.1
8.5
9.1
8.4
3.9
8.2
7.4
V
9
14.9
15.1
14.5
14.7
12.8
15.9
15.1
15.2
15.4
15.2
14.4
15.9
15.1
16.4
15.3
15.1
14.1
1S.C
14.0
15.3
15.5
14.5
13.2
13.7
13.9
1E.4
14.5
14.0
12.9
15.2
VI
— TO
19.0
18.3
19.0
17.2
14.6
17.8
19.3
18.9
19.5
18.5
17.0
19.0
19.7
19.4
19.5
13.3
15.3
10.8
19.2
18.5
19.3
18.0
15.3
17.9
18.2
17.7
18.0
17.3
16.1
17.6
VII
— H —
20.2
19.2
20.9
18.2
15.3
20.5
20.3
19.9
22.1
20.3
18.3
21.6
20.7
20.?
22.1
20.1
17.3
20.2
20.2
19.5
22.0
20.2
17.6
20.0
19.0
13.9
21.1
19.3
17.2
20.1
VIII
12~
19.5
20.5
18.3
18.2
18.6
20.1
19.4
20.5
19.7
20.1
20.5
21.1
19.9
21. n
19.9
19.9
20.1
21.1
19.1
19.5
1C. 5
19.1
12.3
12.9
19.1
19.0
18.7
18.5
19.0
13.5
IX
12—
11.1
14.2
13.7
14.2
15.7
17.7
15.2
13.1
14.0
15.2
16.9
18.2
15.5
13.0
14.2
14.7
15.6
18.2
14.9
12". 5
13.3
14.0
15.7
1G.5
13.9
12.3
13.2
14.0
14.9
IS. 5
X
IS"
10.2
10.8
7.1
7.3
3.6
10.5
9.3
8.9
7.6
8.6
3.6
10.8
9.9
9.0
7.3
8.4
8.5
10. S
9.9
8.3
7.2
G.O
7.5
9.5
S.3
8.3
7.1
7.4
7.D
9.3
Sinter
XI-IV
IS"'
3.2
3.9
3.7
2.8
2.5
4.3
3.0
3.7
3.4
3.6
3.5
4.5
2.9
3.5
3.3
3.5
3.3
4.2
2.3
3.2
3.4
3.5
3.0
3.7
2.8
3.5
3.3
3.5
2.9
3.6
Summer
V - X
1">"
15.6
15,4
15,7
15.0
14.6
17.1
16.5
16.2
10.4
15.3
15.9
17.9
15.8
16.5
15.4
16.1
15.6
17.7
1G.3
15.3
15.2
15.7
15.0
15.3
15.5
15.3
15.4
15.1
14.5
IS. 4
lear
XI - X
IB
9.9
10.1
9.7
9.0
8.6
10. C
9.3
9.S
9.9
10.0
9 ,R
11.2
9.8
10.1
9.9
9.3
S.5
10.0
9.5
9.S
9.0
3.5
a.O
10.2
9.2
9.4
9.4
9.4
3.G
10.0
-------
Table 6. Comparison of nonthly nax.and average of nax. water temperature for May
to September of period 1951-1970 with those in eacfc year of period 1971-1975
mer
gauge
Ylatula-
-Pulawy
Vlatula-
-Krdlewski Las
Vlstula-
-Warsaw
fflepre-
-Ko£mln
Pillca-
-Biaiobrseei
Tear or
period
... g — .
•ax
1951 - 1970
•ox.
1951 - 1970
nax.1971
1972
1973
1974
1975
max.
1S51 - 197O
max.
1951 - 1970
max. 1971
1972
1973
1974
1975
nax.
1952 - 1970
nax.
19G1 - 1970
nax. 1?71
1972
1973
1974
1975
nax.
1951 - 1970
nax.
1931 - 1970
nax. 1971
1972
1973
1974
1975
nax.
1951 - 197O
nax.
1001 - 1970
•ox. 1971
1972
1973
1974
1975
V
—-3—
19.1
23.5
/1950/
21.2
17.9
18.1
14.9
21.1
19.3
23.2
/1950/
21.5
19.3
10.7
16.6
21.0
19.0
24.5
/195C/
21.7
19.0
10.0
IS. 5
21.6
10.0
22.0
/1963/
20.7
1C. 9
17. D
15.7
21.2
10.3
22.2
/1950/
20. r,
10.7
17.5
15.9
10.2
Months
VI
... .j — ....
22.9
25.4
/1963/
22.2
23.2
20. a
le.o
21.8
23.3
25.7
/1968/
22.4
23.3
23.7
20. /.
23.4
23.2
25.2
/19G3/
23.1
23.2
23.9
20.2
23.3
21.9
25.4
/1966/
21. B
23.1
23.3
19.0
22.5
21.2
24.3
/19GO/
10.9
22.1
22.7
10. n
22. G
VII
5
24.1
27.3
/1951/
21.0
25.2
20.0
19.3
23.6
24.2
25.5
/1951/
24.7
26.3
22.9
21.2
24. G
23.9
26. O
/1959/
25.0
25.7
22.9
2O. 2
22.7
22.2
26.3
/1959/
24.1
25.1
22.9
2O. O
22.7
22.0
25.0
/1959/
23.0
24.9
22.1
19.9
22.0
VIII
6
22.8
2G.6
/19B3/
21.8
22.3
21.0
21.9
22.3
22.9
26.1
/1963/
25.1
23.5
23.3
23.2
23.6
22.9
26.3
/19G3/
25.5
22.9
22.9
22.9
23.5
21.3
25.2
/1952/
23.9
24. O
23.1
22.1
22. G
21.0
23.2
/1963/
24.1
22.3
22.3
23.1
22.6
IX
7
19.5
23.1
/1951/
22.5
18.2
19.1
19.9
20.7
19.4
22.4
/1951/
17.7
19.1
20.3
20.0
21.4
19.6
22.0
/1963/
17.3
19.4
13.7
20.2
21.7
17.7
21.3
/1951/
16.7
18.3
18. B
19.5
19.6
17.5
19.9
/19G8/
16.3
10.1
19.1
10.9
19.G
20
-------
The Typical Rates of Flow in the Vistula River
The typical rates of flow for: monthly semiannual and an-
nual intervals are given in tables 7>8 and 9. These tables were
elaborated for the 20 years period from 195"! to 1970 and the pe-
riod of 1971 to 1975. The data were collected in 3 gauges ins-
talled at Vistula (e.i. Puiawy, Dublin and Warsaw).
The symbols for the flowrates are as follows:
- SWO - the annual maximum mean daily flow for the period of
observation,
- WO - the highest flow in: year, halfyear, month
- SSQ - the average annual flow for the period of observation,
SQ - the average flow in: year, halfyear, month
- SNO - the annual minimum mean daily flow for the period of
observations,
NQ - the lowest flow in: year, halfyear, month.
In the period of duration of the project the flows were obser-
ved as follows:
1973 - The annual average flow was lower than the long term
average; at Warsaw the values were equal to 495 and 580 nP/s,
respectively. The difference was caused by low flows in the mon-
ths: 11 to 2. and 9-10. During summer months 6-8 the average
value was similar to the average from the long term period.
1974 - Annual average flowrate at the Warsaw cross-section
was higher than SSQ 96 mVs whereas semiannual summer average
flow was higher by 479 mVs. During summer months low flows we-
re also far higher than SNQ. However, during winter the halfye-
ar flows were lower than the long term average.
1975 - The annual average flow at Warsaw was higher than
SSQ 241 m /a. The average flows for several months were also
higher than long term average values.Low flows were not obser-
ved close to SNQ during the whole year.
21
-------
7.
of Ylstuli flovrkt** la
y»ut of p»rt.o« 1971 to 1979 «ith efaarnot«M«tto 4«t« for p«rlo4
1991 to 1970 «t PuiOTjr «•*»«•
ro
ro
Qtt&llfl-
oatton of
flow XI
i fe
SNQ 1991-70 610
NQ 1971 749
1972 267
1973 611
1974 244
197S 2040
SSQ 1991-70 367
SQ ' 1971 578
1972 199
1973 382
. 1974 198
1975 939
SNQ 1991-70 226
NQ 1971 452
1972 179
1973 270
1974 173
1975 632
XII
• — y— "
707
739
690
489
641
1080
319
544
455
314
273
717
225
380
192
166
148
628
I
&
518
1450
529
261
1690
1630
477
592
269
189
477
853
196
282
154
133
18O
508
II
5
1115
920
430
1320
730
525
675
673
284
435
568
376
253
489
201
176
348
279
III
6 • "
1701
1650
415
1040
457
572
854
711
268
613
301
403
334
338
182
407
240
272
1
IV
7— —
1637
758
698
1010
264
1760
522
492
365
594
209
862
395
309
188
4O7
184
612
Hontlu
V
1003
663
1070
598
640
643
564
470
505
365
394
582
1 316
309
270
265
224
443
VI
1223
569
767
777
5180
1180
521
392
338
460
390
741
284
285
188
296
417
485
VII
"—ID"**
1495
1480
930
3860
1910
2670
427
482
409
862
913
772
252
247
228
356
530
304
mmmm^^m » • •?•
VIII
•—"X|——
1001
306
4190
1690
1750
1290
277
211
874
476
552
678
239
163
240
191
372
364
mmmrm-gfmt
IX
IS
487
272
739
221
365
430
272
197
551
171
264
338
193
150
396
147
205
236
X
481
252
615
239
3540
754
503
205
388
193
1270
374
198
166
290
173
301
222
•lat«r
XI - IV
14
2187
1550
698
1320
1690
2040
429
599
306
420
335
694
161
282
154
133
146
272
Sumnr
V - X
r\ ?SJ^
2272
1480
4190
3860
6160
2670
471
327
611
422
797
564
172
153
188
147
205
222
X«ar
XI - X
""•IS"
2958
1550
4190
3860
5180
2670
471
462
409
421
568
629
138
153
154
131
148
222
-------
Table 8. Companion of Yiatula flonrates In eaoh year of period 1971 to 1979 with oharaoterlstlo flat* for period
1991 - 1970 at De.blln gauge
ro
CO
Ouallfl-
flow XI
^ —- 2-
SWQ 1991-70609
WQ 1971 693
1972 250
1973 600
1974 24O
1975 2030
SSQ 19J1-70 353
SQ 1971 689
1972 224
1973 413
1974 216
1975 1080
SHQ 1991-70 245
NQ 1971 539
1972 209
1973 313
1974 198
1976 733
XII
— -3-— •
755
881
746
476
700
1260
402
648
468
346
290
833
231
452
232
170
156
714
I
"""""4"J"*J
636
1728
520
270
1690
1700
370
706
299
210
522
972
221
336
165
154
198
682
II
"™5~™
1142
1096
495
1380
823
•604
544
802
318
472
656
460
308
583
243
214
417
366
III
"6 "
1926
1848
441
1150
525
565
757
844
314
658
361
453
330
403
238
458
292
354
..-.¥28*65
IT
™ 7""' ""
1711
903
746
1120
307
1660
908
595
397
650
235
912
S20
368
238
472
203
517
V
— s
942
790
1180
638
900
982
571
560
546
400
415
632
351
368
312
284
245
470
YI
g — —
1302
666
802
842
4950
1200
594
467
3S3
481
1410
789
315
340
206
316
4SO
612
Til
" — io~~
1833
1764
1030
3720
1820
2110
550
575
437
871
968
784
267
294
245
395
590
362
Till
II
977
365
3830
1630
1630
1430
450
251
864
497
605
652
253
182
254
211
426
404
DC
12 — "
522
324
804
226
431
470
.285
235
600
189
314
382
211
186
458
170
248
287
x
"~~I3 '
485
300
655
243
3690
851
300
244
444
209
1340
418
223
198
359
19O
352
276
Winter
XI - IT
ia
2483
1848
746
1380
1690
2030
556
714
337
457
377
789
175
336
165
154
156
354
Sunasr
T - X
15
2240
1764
3830
3720
4950
2110
446
390
541
442
842
610
189
182
206
170
245
275
Tear
XI - X
IB™
3180
1848
3830
372O
4950
2110
504
.50
440
450
611
698
145
182
165
154
156
275
-------
T«bl» 9. Comparison of Tl«tul« flowrttta la ••ah y««r of period 1971 to 1979 with ohwcottrlitlo d«U for period
1991 - 1970 «t W«ri«w-H«dwll«ndwk«
ro
Qutaifl-
oatlon of .
Clow
— j— — —
8WQ 1991-70
WQ 1971
1972
1973
1974
1975
SSQ 1991-70
SO 1971
1972
1973
1974
1975
SNQ 1991-70
HQ 1971
1972
1973
1974
1976
XI
r» •!!«»•••
694
869
294
638
298
2160
419
686
259
483
264
1340
304
566
240
376
230
907
XIX
. g
832
833
720
524
763
1360
460
670
493
399
322
1030
281
441
271
180
169
919
I
•~~3j— •
627
1630
583
344
1740
1830
398
694
34S
255
604
1240
249
382
181
186
236
769
II
— ~g—
1090
1280
603
1160
605
663
684
890
370
534
764
580
336
692
301
248
632
468
III
6 —
1922
1780
503
1160
605
663
828
910
359
773
430
638
445
389
274
680
361
436
Month*
IV
—- — 7~
1894
1090
808
1130
364
1820
1060
700
444
732
278
1050
615
503
277
548
238
582
V
'— — 8
1162
766
1110
677
861
1040
683
699
630
473
437
705
433
446
392
377
271
636
VI
•— — g"- ••
1338
600
584
612
4010
1210
682
480
449
544
1350
814
389
4O4
319
392
620
662
VII
—10—
1525
1370
980
2430
1850
.2040
895
531
606
797
1090
802
336
340
310
442
761
442
VIII
•—II
1126
349
3210
1520
1640
1920
616
269
663
531
737
790
323
210
372
248
632
616
IX
12
648
316
1090
245
524
577
366
261
725 .
204
387
469
270
223
575
182
319
348
X
— 13
538
313
762
257
3080
883
350
277
529
220
1450
479
276
236
438
207
470
326
XI - IV
— H -
2447
1780
806
1390
1740
2160
624
767
379
528
440
967
2O4
362
181
180
169
436
V - X
IB
2236
1370
3210
2430
4010
2040
530
405
616
463
909
677
245
210
310
182
271
326
le»r
XI - x
16"
3030
1780
3210
2430
4010
2160
580
579
499
495
676
821
184
210
181
180
169
326
-------
SECTION 5
HYDROTHERMAL STUDY
THEORETICAL BACKGROUND OF METHODS FOR EVALUATION OF COOLING
PROCESS IN RIVERS
The applied models can be classified as follows (25):
1. based on the total energy budget;
2. based on the additional heat budget;
3. based on the assumption of an exponential-type decrease of
water temperature up to the equilibrium temperature value
and evaluation of the heat exchange coefficient from the heat
budget;
4. based on the same assumption and evaluation of the heat ex-
change coefficient from the empirical formulas;
5. based on the empirical relationships, where hydrological and
meteorological parameters determined from the statistical cal-
culation are included.
In order to test the applicability of the methods for the
evaluation of the cooling process in Polish rivers the results
of computation by some of them were compared with calculated
data.
The following methods were tested:
- elaborated by "Energopreject" Desing Office belonging to the
1-st group;
- Edinger-Polk's belonging to the 4-th group;
- Jaworski's belonging to the 5-th group.
Energopro.lect methods (26)
This method is based on the total energy budget. Water
temperature in the rivers downstream of the heated waters dis-
charge is computed on the basis of the quantitative heat balan-
ce equation. The following conditions are assumed:
1. The cross-section for which computations are done is located
25
-------
relatively close to the discharge and therefore heat losses
into the atmosphere can be neglected.
2. Mean temperature in heated stream is higher than mean tempe-
rature in cross-section.
3« The heated water discharge is lower than the rate of flow.
4. The interface between the heated and fresh water is the iso-
therm with fresh water temperature.
The following relationships were formulated in order to
calculate the average temperature in the heated stream:
(Q - Q I • [j • T-hQ (T 4- 6 )
T_ = — 2-
(Q - Oz
and the average temperature in the cross-section of the river:
Coefficient determines the composition phase of the heated
stream JQZ) and fresh one (QN - QZ); (j3 <1) .
Values of the coefficient can be taken from the "Energo-
project" report, where the graph of the function is included:
B
Jaworskl's method
Jaworski prepared his method on the basis of the investi-
gation carried out in the Nowa Huta vicinity on the impounded
section of the Vistula affected by the heated water discharge
(2?) • He prepared the empirical model for determining the mean
temperature in a cross-section with the accuracy of 0.3 °C.
The input data are taken from the standard hydrological and me-
teorological network observations. Because the model which was
tested different conditions - Narew Rlwer, Ostrolejca vicinity;
San Biver downstream Stalowa Wola; and undefined river in USA -
gave satisfactory results according to the author's statement,
it was also checked for the stretch of Vistula River downstream
of the Kozienice power plant.
26
-------
rmula describing the average temperature in the cross-sec-
t the distance x is following:
10.(X-70)Q_\°*355 -i
' °'1 J
= 0.0024 • QT- 0.26
0 * -. 11.4 - 0.16 T
8
he term k describing the uncontrolled underground flux
t from thi discharge channel is negligible in the Kozieni-
e because there exists only the short concrete channel.
r - Polk9 s method (28)
ost of rivers in Poland are free-flowing. The re fore, ass ura-
ne dimensional model with uniform temperature distribution
ss-sections, beginning from the source, gives poor infor-
about the real distribution in the river, for the reason
he mixing process is not included in it.
he effect of the mixing process is, however, included in
inger-Polk method. This method is based on the three -
ional energy conservation equation.
z Cw
+ 3. A, ,1s \
x \ x/
27
-------
After reduction to a one -dimensional form, with the assumption
of a steady state condition of the flow, one may obtain the fol-
lowing solution:
k • x.
I • x. x
• T» + 0 • exp - — - i -
* \ O.c .v . h/
P
» +
H P O.c .v . h
'
For steady - state condition the equation may be reduced to the
two-dimensional form:
ai|
* '
where three mechanisms are included: advection, dispersion and
heat exchange. If one assumes that D = const the equation has
a solution: y
x,y • V V
K
u
-------
The reflection from the discharge side bank is taken into consi-
deration.
The temperature distributions after one- and two-dimensio-
nal models were computed for that report.
Least square optimization were applied to evaluate the ma-
gnitude of the heat exchange coefficient:
n
exp
Kx
V n
min
The obtained values were used to determine the theoretical tem-
perature distributions according to the above relations.
METHODOLOaY.
The detention time graph had to be prepared to carry out
the thermal chemical and biological study properly. The graph
was used to determine the exact moment of taking samples and
temperature measurements at several rates of flow. The tracer
study was carried out to evaluate the existing velocity of the
plume. That was done for the section between Pulawy and Warsaw
in 1971 to 1973. The standard data collected by the Institute
in gauge profiles were also used in the elaboration of the graph.
As a result, the function between velocity of tracer plume and
rate of flow were formulated and then the time of flow between
the source and sampling profiles was obtained.
The temperature measurements were carried out on the stre-
tch between the Kozienice power plant and the G6ra Kalwaria pro-
file (Hg.2).
The following studies were carried out:
- expedition-type survey
- periodical survey
- everyday record of water temperature in selected cross-sec-
tions .
The expedition-type survey included:
1. Observations of temperature of natural and heated waters
(intake and outlet).
29
-------
WARSAW
- expedition type
survey
1000
periodical survey
39 400] daily temperature
observations
PUHAWY
Fig. 2. Locations of Vistula thermal investigations cross-
sections downstream of Kozienioe Power plant
-------
2. Measurements of the temperature and velocity distribution in
the cross-section of the outlet channel.
3. Measurements of the temperature and velocity distribution in
the cross-section at the distance of 100, 300, 1000, 9100,
12800, 35500 and 50800 m downstream of the heated waters dis-
charge .
4. Power plant operational capacity record.
5. Meteorological data records
Periodical synoptic surveys included only the temperature and
velocity distribution measurements in 1000 m profile downstream
of the discharge and the observations mentioned in points 1, 2,
4» 5' , A
fresh and heated waters temperature (p.1Jwere measured at 0.4 m
below the surface by mercurial thermometers with the accuracy
0.1 deg. Measurements of the temperature distribution (p.2 and
3 ) in the cross-section were made by thermistor sensors, with
the same accuracy. Temperature was measured in the profiles in
each cross-section. The distance between profiles were: 20 m in
the heated water stream and 50 m in the fresh water. In each
profile the temperature was measured at 0.1 m and 0.4 m below
surface, at every full meter and 0.1 above the bottom. The velo-
city distributions were measured by current meter type "Ott"
(W.Germany) according to the Polish hydrological survey standard
Everyday record of water temperature was collected in three
selected cross-sections with the distance from the discharge:
1000 m (Wilczkowice ), 15500 m (Tarn6w) and 39400 m (Krdlewski
Las) respectively. Measurements were carried out at the depth of
0.4 m below the surface in three points: close to the banks and
in the midstream by mercurial thermometers* The data were col-
lected everyday at 7 a.m; 12 noon and 6 p.m.
There were also pictures made by using the infrared imagery
technique. There were three series of pictures made, covering
the whole river stretch.
31
-------
RESULTS
The Kozienioe power plant capacity increased from 0 to 1600
MW during the time the project was being carried out. The month-
ly and annual mean, maximum and minimum of the operational capa-
city during 1973 to 1975 are given in table 10. The annual mean
capacity in 1973 was 370 MW, in 1974 - 810 MW and in 1975 -
1150 MW. During summer months, the plant operated with lower ca-
pacity than the annual mean. The maximum of the daily mean capa-
city was recorded in November and December, 1975 (1520 MW).
17 expedition type surveys were carried out during 1973-
1975 (1973 - 6 surveys, 1974 - 6 and 1975 - 5). Locations of the
tested cross-section are shown in Fig.2. During the first year
the stretch of only 12800 m was observed because of the small
capacity of the plant. The stretch was enlarged to 35500 m in
the last one. The obtained results are shown in table 11 and
some of them (summertime) in figures Enc. 1, 2, 3, 4, 5, 6.
The results of periodical surveys are noted in table 12.
The daily observations of water temperature in three Vistula
profiles are given as monthly averages in table 13, fig. 3.
Table 14, 15 and 16 show the results of the temperature evalua-
tion by theoretical models.
A study of the water surface temperature distributions by
the infrared imagery was carried out. This study was made down-
stream of the heated water discharge from the Kozienice power
plant 3 times by using the thermoprofile THP-1 installed in an
airplane:
September 3.1975 420 - 430 p.m
September 3.1975 628 - 637 p.m
September 4.1975 5°7 - 51? a.m
The flights were at the elevation of 800 m above the surface of
the river with the speed of 290 km/h. The infrared pictures were
made by the Vaisal camera. An interpretation of the pictures is
given in table 17 and in fig.4.
The time of movement of water particles detention time
from Pulawy to the subsequent profiles along Vistula up to War-
saw in function of the water level at Pulawy gauge cross-section
is shown on the graph (Fig.5).
-------
GO
CO
Table 10. Monthly max. average and min. generating capacity of Kozienice Power plant
in each year of period 1973 to 1975
Year Qualifi-
cation of
capacity
~~T 2
1973
1974 Average
1975
1973
1974 Max.
1975
1973
1974 Min.
1975
Months
I
— 3— •
89
780
1120
100
940
1330
40
400
670
II
— If"
80
640
1240
100
920
1500
33
520
700
III
— -5-"
130
660
1140
200
750
1470
72
540
540
IV
.... g__.
230
660
1200
400
790
1470
110
380
720
V
—- ?—
310
770
1040
400
960
1270
170
500
640
VI
— -g—
370
790
1090
530
990
1280
180
380
780
VII
— -g—
380
790
1010
580
960
1190
190
360
660
VIII'
—TO"
440
880
1060
580
1160
1270
200
570
780
IX
""IT"
480
880
1100
600
1160
1270
330
550
880
X
-— T2~
560
980
1210
960
1150
1430
200
500
820
XI
•— T3"
740
950
1260
960
1210
1520
380
560
760
XII
— "M"
640
970
1330
910
1160
1520
320
540
920
Year
15
370
810
1150
960
1210
1520
33
360
540
-------
Table 11. Characteristic paraaettri of Kodeniee power plant cooling 17* UB during expedition-type turreya
CO
Date
— T "
4.26-27,
1973
5.7-9,
1973
5.17-18,
1973
7.17-18,
1973
7.26-Z7/,
1973
8.6-7,
1973
X
outlet channel
100
300
1000
9100
outlet channel
100
300
1000
9100
outlet channel
100
300
1000
9100
outlet channel
100
300
1000
9100
outlet channel
100
300
1000
9100
12000
outlet channel
100
300
1000
9100
12800
N
— 3.-..-
200
200
100
100
200
200
200
200
200
200
370
370
350
350
360
400
400
485
400
450
600
600
510
570
510
510
400
400
400
400
400
400
8
-__a— ~.
63
330
391
390
442
324
392
385
570
65
310
392
365
470
66
411
390
420
523
65
399
306
420
505
445
65
412
374
420
569
438
Bc
~ 8 — ""
63
45
99
160
168
49
50
76
150
65
70
122
115
355
66
56
105
90
280
65
69
102
140
210
260
65
98
106
150
408
305
.-I- T
h n
.— g — - j— —
25 11. S
104
243
202
258
16.5
193
256
239
548
32 14.2
161
219
281
395
27 23.5
175
162
199
331
25 18.6
183
135
198
332
211
24.3
242
166
212
377
227
e.ex
__g-__._
9.2
8.8
1.5
0.8
0.8
4.5
4.5
1.9
0.9
0.2
8.4
8.2
2.2
1.8
0.9
6.6
6.3
1.8
1.3
1.3
11.4
10.7
2.3
1.6
1.4
1.2
9.0
9.0
2.6
2.1
2.0
1.8
•c.v.
>•» • «•»••• •* »•
8.2
2.0
0.4
0.3
0.3
4.4
1.8
0.8
0.4
0.1
8.2
1.2
1.0
0.8
0.3
6.5
3.9
0.6
0.6
0.6
11.2
1.7
1.3
0.7
0.6
0.7
8.8
1.6
0.8
0.8
0.3
0.6
.
—ID —
8.2
0.3
0.2
0.2
0.1
4.4
0.2
0.1
0.2
0.0
8.2
0.4
0.4
0.4
0.3
6.5
0.5
0.3
0.3
0.3
11.2
0.7
0.2
0.2
0.3
0.4
8.8
0.7
0.3
0.2
0.3
0.5
QC
- — U""""
4.77
60.9
152
327
165
13.1
51.7
69. S
169
135
14.6
104
134
223
354
19.6
65.9
270
131
319
15.1
217
102
239
321
372
15.0
252
205
130
486
471
2S- %
o
100
11
33
71
34
100
12
16
40
32
100
30
38
64
90
100
11
44
21
50
100
36
17
40
52
59
100
46
38
24
84
77
V«.x
13"—
0.05
0.90
1.10
1.17
0.84
0.13
0.99
1.03
1.09
0.86
0*13
0.83
0.89
1.02
0.84
0.16
0.80
0.78
0.99
1.20
0.15
1.37
1.04
1.04
1.11
1.10
0.89
0.95
0.89
0.89
1.01
V
av.
•--jj— — •
0.03
0.53
0.73
0.61
0.60
0.10
0.79
0.72
0.68
0.71
0.11
0.58
0.50
O.73
0.70
0.12
0.62
0.65
0.70
0.77
0.09
0.69
0.86
0.67
0.80
0.67
0.78
0.60
0.65
0.67
0.72
y»«x
•18
20
0
0
0
0
40
0
0
20
0
10
15
0
0
0.
25
10
10
15
0
8
0
20
S
10
10
30
10
20
20
40
6
Q
— ie —
4.77
554
460
460
455
13.1
431
434
423
421
14.6
346
352
348
393
19.6
599
613
623
638
15.1
602
600
598
617
630
15.0
547
539
541
578
611
-------
T«bl« 11. (continued)
en
Date x
outlet channel
4.3-4, 300
JO-L 1000
1y'* 9100
12800___
outlet channel
4.17-18, 300
10_t 1000
n*'* 9100
12800
22600
outlet channel
3 .2-3 300
1•»•»•»•»•»»».
__B_
6"
31
176
216
583
205
281
340
645
509
27
179
354
513
424
423
93
22
220
150
508
133
20
98
218
316
244
219
24
188
232
320
256
261
Tn °.ax
7 g—
9.8 9.6
3.8
2.3
2.3
""" 9.0 9.6
2.8
3.1
1.7
1.5
0.9
13.2 9.6
1.7
1.9
1.3
1.6
0.8
\ 0.2
18.9 10-5
z'.s
1.6
0.7
23.0 9.4
2.5
1.5
1.6
1.6
0.5
22.8 8.6
3.1
2.4
2.0
1.6
0.3
•cav.
g
9.5
1.4
1.2
1.3
1.3
9.6
1.7
1.8
1.1
9.6
1.2
1.0
0,9
0.4
10.3
1.2
0.8
0.3
0.3
9.2
1.0
1.0
0.9
0.9
0.4
8.2
0.8
0.9
1.2
0.8
0.2
*av.
— jo— r
9.5
0.8
0.8
0.8
1.2
~~ 9.6
1.3
1.5
0.5
m _.£___
9.6
0.7
0.7
0.8
0.2
10.3
0.5
0.3
0.2
0.2
9.2
0.9
0.8
0.8
0.8
0.3
8.2
0.6
0.7
0.7
O.6
0.1
Qc
— II---
25.4
157
195
211
,_264
25.1
157
159
90.5
99
».——-———••
19.3
164
199
227
252
134
230
28.2
450
311
768
742
35.4
463
521
464
471
551
40.6
46O
476
333
435
328
C M
"Q
p'I2
100
S3
71
69
. 92
100
76
82
45
50
100
100
53
75
72
90
53
66
100
42
30
76
53
100
87
90
92
88
91
100
83
80
58
77
55
Vmax
-13—
0.26
0.8O
0.75
0.81
0.86__
0.30
0.75
0.73
0.77
0.78
0.83
0.21
0.80
0.82
0.95
0.76
0.92
0.96
0.21
1.22
1.23
1.32
2.03
0.38
1.14
1.11
1.21
1.06
1.26
0.38
0.86
1.00
1.11
0.88
1.11
V
av.
— ia
0.22
O.56
0.51
0.63
g.64
0.24
0.44
0.44
0.54
0.62
0.64
0.15
0.56
0.50
0.58
0.54
0.60
0.86
-»"— ---^ — —
0.11
0.95
0.98
0.90
1.13
0.18
0.73
0.72
0.64
0.67
0.76
0.23
0.69
0.74
0.74
0.77
0.80
Y Q
max
-15 IB—
27.0 25.4
0.0 294
12.0 274
0.0 303
0;O 285
0.0 25.1
60.0 200
80.0 193
0.0 200
0.0 199
0.0
•,_•_• _ —« — — — — ••
0.0 19,3
0.0 306
78.0 266
162.0 316
0.0 252
0.0 261
55.0 348
• —••— — "" " — — — •—••••
59.0 28.2
0.0 1070
0.0 1050
0.0 1010
0.0 1400
23 .0 35.4
0.0 530
0.0 582
170.0 503
0.0 533
270.0 608
20.0 40.6
0.0 557
0.0 594
130.0 573
0.0 566
90.0 592
-------
Trtl» 11. (ooatlaued)
CO
Date
J
5.5-7,
1975
5.21-24,
197J
a.5-7,
1975
a. 19-22,
1975
1975
X
"*" *""" S ' ""'
outlet channel
1000
4000
12800
35500
50800
outlet channel
300
1000
12800
36500
50800
outlet channel
300
1000
12800
35500
50800
outlet channel
200
1000
4000
12800
35500
60800
outlet channel
300
1000
4000
12800
35500
50800
N
1030
1030
1010
1110
1270
1270
1050
1050
1050
1120
1240
1210
1160
1160
1160
1160
1160
1150
1240
1240
1240
1240
1170
1160
1160
1230
1230
1230
1240
1240
1170
1190
a
75.5
423
475
449
393
479
72
257
409
447
390
309
82.5
424
424
448
392
340
49.5
189
390
485
416
396
320
60.6
247
414
496
451
264
312
Bc
75.5
303
395
449
393
479
72
140
223
382
390
212
82.5
109
190
233
392
340
49.5
97
339
363
416
396
320
60.0
95
210
273
386
264
312
f-
25
187
253
185
146
211
26
106
189
274
187
124
26
241
172
233
151
149
16
66
186
266
270
214
148
22
103
122
215
361
68
139
Tn »mux
12.0 8.7
2.9
3.1
1.9
1.4
1.0
19.0 9.4
2.S
2.3
1.9
0.7
0.2
21.5 8.5
3.8
2.9
1.6
1.0
0.5
21.0 9.2
3.4
2.2
2.0
1.7
0.8
0.5
21.6 8.5
5.6
2.6
2.4
1.8
0.7
0.5
•o.v.
g-—
8.5
0.8
0.8
0.4
0.4
0.3
9.2
1.0
1.2
0.9
0.6
0.1
8.4
1.5
1.3
0.7
0.4
0.3
8.9
2.3
1.3
1.2
0.7
0.5
0.3
8.4
2.1
1.3
1.0
0.8
0.3
0.3
a
•v.
J(J
8,5
0.6
0.5
0.4
0.4
0.3
9.2
O.fl
0.6
0.8
0.6
0.1
8.4
0.6
0.6
O.S
0.4
0.3
8.9
1.5
1.1
0.8
0.7
0.5
0.3
8.4
1.1
1.1
0.9
0.7
0.3
0.3
<.
43.1
807
541
915
1025
1040
49.5
411
317
511
608
386
52.9
271
330
487
705
704
52.5
275
403
330
429
482
533
53.4
216
265
424
394
471
497
2s- x
Q
100
74
62
100
100
100
100
79
55
90
100
57
100
41
45
70
100
100
100
64
87
76
100
100
100
100
53
63
85
84
100
100
V
max
"~ IV'
0.30
1.01
l.lfi
1.17
i.na
1.28
0.36
0.95
1.07
1.04
1.03
1.52
0.43
1.17
1.04
0.99
1.12
1.09
0.40
1.02
0.95
1.03
0.95
0.93
1.04
0.47
0.90
0.94
1.08
1.10
0.97
0.96
V
•v.
o.-jr
0.70
0.93
0.82
0.93
0.92
0.23
0.76
0.65
0.75
0.72
0.82
0.20
0.89
0.67
0.81
0.68
0.76
0.30
0.73
0.51
0.49
0.67
0.66
0.77
0.33
0.69
0.51
0.75
0.82
0.66
0.71
Y..x
•••"is
45
8
8
9
8
7
47
S
S
5
12
7
30
0
0
0
0
0
35
47
0
0
0
85
210
37
30
1
50
6
64
7
Q
I6""
43.1
684
773
915
1025
1040
49.5
523
580
570
608
682
52.9
664
732
700
705
74O
52.5
432
461
432
429
482
533
53.4
408
419
495
484
471
497
-------
Tafcle 12. Characteristic parameters of ooollng process during periodical aurvej*
Date X N
T 23
». 18. 1973 outlet channel 200
1000 200
9.29.1973 outlet channel 400
1000 400
GO
6.12.1973 outlet channel 400
1000 400
6.26.1973 outlet channel 400
1000 400
• S -°~ T.
* 3 * " g* * m *™B" •"••• 7" .»—
63 63 28 9.2
380 70 204 9.2
66 66 35 17.5
305 55 215 17.5
60 60 21 20.0
410 80 2O6 10.0
60 60 28 21.2
345 85 303 21.2
'«., •- *
max c BVl BV.
8 9 10
5.4 5.2 5.2
1.9 0.6 0.2
9.6 9.4 9.4
1.8 0.8 0.2
8.2 8.1 8.1
1.2 0.6 0.2
9.2 9.0 9.0
1.5 0.8 0.3
0 _£- * V V Y 0
vc Q * max av. «ax u
""" li1*" 12 IJ 1^ 15 16
11.2 100 0.13 0.08 45 11.2
172.3 29 1.33 0.84 5 594
15.0 100 O.14 0.12 15 15.0
93.1 29 O.98 0.74 5 321
12.2 100 0.10 0.07 37 12.2
226.6 28 1.18 0.99 20 809
14.2 100 0.15 0.11 48 14.2
119.1 34 1.09 0.89 S 350
8.21.1973 outlet channel 600 55 55 26 20.7 10.4 10.4 10.4 20.7 100 O.22 O.18 3 2O.7
1000 600 400 150 301 20.7 1.5 0.6 0.3 122.3 47 0.79 0.49 160 260
-------
Tatla 12. (continued)
Date X
* *2"*™™""™"™11'"
11.16.1973 outlet chennel
1000
1.31.1974 outlet channel
1000
co 2.21.1974 outlet channel
00 . 1000
3.14.1974 outlet chennel
1000
>. 29. 1974 outlet char.i.el
1000
7.12.1974 outlet onanMl
1000
9.24.1974 outlet channel
1000
10.10.1974 outlet channel
1000
N
*"3™"""'
no ob-
aerra-
tlou
950
950
BOO
800
740
740
955
955
975
975
1020
1020
1145
1145
*__»..__..
B
m^mmm
57
417
65
417
64
428
60
386
63
425
64
420
59
421
93
440
Bc
67
225
65
300
64
380
60
220
63
190
64
210
59
385
93
210
f T«
23 2.3
300
24 1.4
205
23 3.9
206
29 4.7
304
24 16.9
228
22 17 4
198
22 18.2
266
32 10.3
154
'„„
17.6
4.4
17.0
4,6
13.1
3.8
14.6
3.8
7.6
2.2
10.2
2.6
6.8
1.6
10.0
4.1
•c -v.
17.6
2.7
16.9
1.2
12.9
0.6
14.4
2.3
7.3
1.2
9.6
1.2
6.7
1.4
9.8
0.7
BY.
— io-
17.5
1.3
16.9
0.9
12.9
0.4
14.4
1.1
7.3
0.3
9.5
0.4
6.7
1.4
9.8
0.2
™ *""li*
11.4
124
17.4
457
13.7
555
IS. 8
137
41.2
175.6
32.0
237
41.2
218
37.6
329
-I*-*
100
49
100
75
100
85
100
49
100
28
100
29
100
95
100
25
*.„
13
0.19
0.85
0.13
0.92
0.13
0.98
0.18
0.94
0.30
1.07
0.25
1.40
0.28
0.67
0.24
1.27
V.v.
M
o.oe
0.43
0.10
0.72
0.08
0.78
0.13
0.57
0.25
0.78
0.17
0.91
O.26
0.34
0.14
1.06
*..„
••— IB"
0.0
0.0
35.0
0.0
34.0
0.0
0.0
0.0
54.0
0.0
54.0
0.0
30.0
40.0
26. O
0.0
Q
16
11.4
251
17.4
611
13.7
649
15.8
281
41.2
620
32.0
812
41.2
230
37.6
1320
-------
ruble 12.
Date
T ~
12.4.1974
12.19.1974
4.9.1979
6.3.1979
6.27.1979
9.17.1979
X N
m j g— ..
outlet channel 950
1000
outlet channel 1020
1000
outlet channel 1290
1OOO
outlet channel 1220
1000
outlet channel 960
1000
outlet channel 1150
1000
B
64.0
426.0
75.0
430.0
47.0
420.0
72.0
424.0
83.0
429.0
61.0
193.0
Bc
— B
64.0
320.0
75.0
310.0
47.0
215.0
72.0
255.0
83.0
192.0
61.0
107.0
..5.
h
... g
24
167
29
187
17
162
28
188
30
182
26
52
Tn
3.6
3.6
1.5
1.5
9.8
9.8
13.9
13.9
22.2
22.2
17.8
17.8
max
g
18.4
3.2
19.6
2.8
10.9
2.9
8.2
3.3
8.4
2.4
8.0
7.7
c av.,
"5
13.4
0.8
19.1
0.8
10.6
1.1
7.8
1.5
8.2
1.0
7.5
2.3
e
av.
18.4
0.5
19.1
0.6
1O.6
0.5
7.8
0.9
8.2
0.5
7.5
1.4
10.6
617
11.2
521
27.5
335
57.2
401
48.2
392
45.8
252
Q
""12
100
68
100
67
100
46
100
63
100
50
100
62
V»ax
15"
0.09
1.01
0.08
1.14
0.21
1.00
0.45
0.98
O.39
1.05
0.49-
1 .02-
Vav.
"' """14"
0.05.
0.78
0.05
0.76
0.13
0.71
0.27
0.65
0.18
0.67
0.31.
0.75-
V
max
" IS"
41
10
44
20
2
15
3
15
77
15
37
47
Q
16
10.6
906
11.2
778
27.5
726
57.2
640
46.2
779
45.8
404
-------
,"At(st.4-st,3)
monthly max.
monthly mean
monthly max.
A t(st.lV-st.3)
monthly mean
—•—•—-temperature
at station 4
V VI V« VHI IX X XI XII
—1973
II HI IV V VI VII VIIIIX X XI XII -I II III 1V V VI1 VII VIII
—1976 '••-[«—1975 •
nit ik x xi rtn (months)
•—J (years)
Slg.3. Variations of Vistula water temperature obtained from
daily observations averages from 3 observations a day:
at 7°° a.m., 12°° noon and 6°° a.m., at st. 4-averages
from measurements in three points of river cross-section
40
-------
Table 13. Monthly are rage and nu. water temperature at three Vistula cross-section
Month
year
1
Hay
1973
June
1973
July
1973
August
1973
September
1973
October
1973
Korember
1973
February
197*
March
197*
April
197*
May
197*
July
197*
August
197*
September
197*
October
197*
£ . Left bank
hour
1000
15500
39400
1000
15500
39400
1000
15500
39400
1000
15500
39400
1000
1550O
39400
1000
15500
3940O
1000
15500
39400
1000
15500
39400
1000
15500
39400
1000
1550O
39400
1000
15500
39400
1000
15500
3940O
1000
15500
39400
1000
15500
39400
100O
15500
39400
Midstream
7,00 12,00 18,00 7,00
3 3 5 B —
16.2
15.3
15.0
19.6
18.6
18.3
21.1
20.1
20.1
20.8
20.1
19.9
16.6
16.0
15.0
10.9
9.2
8.5
5.9
3.4
2.8
5.7
3.9
3.0
7.8
6.0
5.0
11.2
10.4
9.3
16.0
15.1
14.1
20.7
10.0
18.0
21.8
21.0
20.2
18.3
17.7
16.6
13.1
8.9
8.4
17.4
16.6
15.6
20.5
19.9
19.3
22.1
21.0
21.0
22.2
21.7
21.1
17.2
17.0
15.9
11.5
10.1
8.8
6.1
3.9
3.0
5.9
4.3
3.2
8.6
7.5
5.3
12.2
12.0
10.1
16.8
16.4
14.0
21.2
19. 8
IB. 5
22.5
22.1
20.9
18.8
18.9
17.4
13.7
9.6
8.7
16.9
16.6
15.9
21.0
19.6
20.4
22.3
20.9
21.1
22.5
21.6
21.5
17.3
17.1
16.2
11.5
10.0
8.9
6.0
3.8
3.0
5.9
4.2
3.2
0.7
7.2
5.4
12.3
11.8
10.3
17.0
16.0
15.1
21.4
19.4
18.8
22.9
21.6
21.2
18.0
18.1
17.6
13.6
9.1
8.6
15.4
15.6
14.5
18.3
18.2
18.2
20.3
19.8
20.1
19.5
19.8
19.0
16.6
15.5
15.0
10.9
8.8
8.4
6.1
3.0
2.7
4.3
3.2
3.0
7.4
5.1
4.9
11.1
9.5
9.2
15.6
14.3
14.0
19.5
17.5
18.0
21.6
19.8
20.1
18.2
16.9
16.5
8.2
12,OO
-7
16.5
16.4
15.5
19.5
19.5
19.3
20.9
20.7
20.9
21.0
21.3
20.3
17.1
16.5
15.9
11.4
9.7
8.7
6.2
3.5
3,0
4.5
3.6
3.2
8.1
6.5
5.2
11.7
11.2
10.1
1C. 5
15.6
14.. 8
20.2
18.2
18.5
22.2
21.0
20.8
18.8
18.1
17.3
8.7
Right bank
18,00 7,00 12,00
— B 9 10~
16.5
16.3
15.8
20.3
19.3
19.5
20.9
20.6
21.1
21.3
21.2
20.7
17.3
16.6
16.1
11.2
9.6
8.8
6.2
3.4
2.9
4.4
3.5
3.1
8.1
6.2
5.3
12.3
11.0
10.2
16.0
15.1
15.0
20.3
17.9
18.7
22.5
20.5
21.1
18.9
17.3
17.5
8.3
14.2
15.4
14.6
17.5
18.0
18.2
19.3
19.7
20.0
18.4
19.5
19.8
15.0
15.2
14.9
6.2
8.4
8.3
2.7
2.7
2.4
2.7
•2.9
4.5
4.7
4.8
8.7
9.2
9.1
13.6
13.9
13.9
17.5
17.6
17.7
19.7
19.7
19.5
16.8
16.6
16.3
6.0
15.6
16.2
15.6
19.0
19.3
19.3
19.7
20.5
20.9
19.7
21.1
20. 2
15.5
16.2
15.9
6.6
9.3
8.5
3.1
^2.9
2.5
3.1
3.0
5.0
6.2
5.1
8.9
10.8
9.9
14.5
15.2
14.6
18.2
18.4
18.2
20.4
20.9
20.2
17.4
17.7
17.1
8.6
-IT —
16.0
16.1
15.9
18.1
19.1
19.5
19.8
20.5
21.1
19.9
20.9
20.6
15.5
16.3
16.1
3.6
9.2
8.7
3.0
2.8
2.4
3.0
3.0
5.1
5.9
5.1
9.7
10.7
10.1
14.6
14.8
14.9
18.1
18.0
18.5
20.6
20.3
20.5
17.4
17.0
17.2
8.2
Dally areraKes
-12-
16.3
16.2
15.5
20.4
19.4
19.3
21.8
20.7
20.7
21.8
21.1
2C.3
17.0
16.7
15.7
11.3
9.8
8.7
6.0
3.7
2.9
5.8
4.1
3.2
8.4
6.9
5.2
11.9
11.4
9.9
16.6
15.8
14.7
21.1
19.4
18.4
22.4
21.6
20.8
18.7
18.2
17.2
13.5
9.2
8.6
IS"
16.1
16.1
15.3
19.4
19.0
19.0
20.7
20.4
20.7
20.6
20.8
20.0
17.0
16.2
15.7
11.2
9.4
8.6
6.2
3.3
2.9
4.4
3.4
3.1
7.9
5.9
5.1
11.7
10.6
- 9.8
IB. 3
15.0
14.6
20.0
17.9
18.4
22.1
20.4
20.7
18.6
17.4
17.1
8.4
rrigE
— »--
15.3
15.9
15.4
18.2
18.8
19.0
19.6
20.2
20.7
19.3
£0.5
20.2
15.3
15.9
15.6
8.5
9.0
8.5
2.9
2.8
2.4
2.9
3.0
4.9
5.6
5.0
9.1
10.2
9.7
14.2
14. G
14.5
17.9
18.0
18.1
20.2
20.3
20. 1
17.2
17.1
16.9
8.3
Max 1
i
section 1
— 15~ — 16"
16.1
16.1
15.4
19.2
19.1
19.1
20.7-
20.4
20.7
20.6
20.6
20.3
16.5
16.3
15.7
10.3
9.4
8.6
3.3
2.9
4.2
3.5
3.1
7.1
6.1
S.I
10.9
10.7
9.8
15,7
15.1
14.6
19.7
18.4
18.3
21.6
20.6
20.5
18.2
17.6
17.1
8.6
19.2
19.0 '
18.8
23.8 '
24.1 '
24.3
22.9
23.1
23.3
23.2 '
23.6
23.8
22.5
23.1
22.0 ,
16.4
15.6
14.6
8.7
7.8
7,4
8.1
6.2
5.8
13.4
11.4
10.8,
1
15.5 |
15.7 i
14.8 :
19,9
19.4
18.4 '
24.0 '
22.6 i
21.8 i
24.7 1
24.0 '
23.8 '
23.0
22.8 :
22.2
_ 1
12.9 |
41
-------
Title 13 (continued)
Month
year
" T
HoYeBber
197*
Deeeaber
197*
January
1975
February
1973
March
1975
April
1973
M«y
1973
June
1973
July
1975
Auguat
1973
September
1973
October
1975
•oreaber
1973
December
1973
x left bank
lUdatrea*
hour 7,00 12,00 18,00
^2"""""S"I"£
1000 8.8 9.3
15500 5.4 S.8
39400 4.5 4.8
1000 5.8 6.1
15500 3.9 4.2
39400 3.1 3.2
1000 6.7 7.3
15500 -
39400 2.6 3.0
1000 4.4 5.0
15500 2.7 3.1
39400 1.5 1.8
1000 8.6 9.4
15500 7.1 7.8
39400 6.0 6.5
1000 12.8 13.8
39400 8.4 9.0
1000 19.0 20.2
15500 17.2 18.1
39400 17.2 18.0
15500 19.4 20.4
39400 19.0 19.6
15500 22.4 23.5
39400 21.6 22.5
1000 22.2 23.4
15500 21.9 23.1
39400 21.1 22.1
1000 19.8 20.9
39400 18.2 19.2
1000 13.0 13.4
15500 11.7 12.2
39400 1O.8 11.1
1000 7.3 7.8
15500 5.5 6.0
3940O 4.2 4.4
10OO 5.7 6.0
15500 3.3 3.6
394OO 1.7 1.9
r
9.3
5.4
4.8
4.0
3.2
2Tg
4.9
2.9
1.9
9.2
7.7
6.7
9.1
17.7
18.1
19.9
20.0
23.2
22.7
24.4
22.6
22.2
20.9
19.4
13.3
11.5
11.1
7.6
5.7
4.4
5.8
3.4
1.9
7,00
— g—
4.2
2.7
3,0
2Te
0.9
1.5
7.8
5.5
6.0
8.4
16.2
17.2
18.4
19. O
21.3
21.2
20.2
20.8
21.1
19.7
18.1
12.9
1O.4
10.7
0.4
3.9
4.5
5.2
1.5
1.9
12,00
•?"
4.5
2.6
3.3
3.0
1.2
1.8
8.4
€.3
6.5
9.0
17.1
18.0
19.4
19.6
22.5
22.4
23.0
22.0
22.0
20.8
19.2
13.2
10.9
11.0
8.7
4.3
4.7
5.4
1.8
2.1
Right bank
18,00 7,00 12,00 18,00
—8 8 10 — II"
4.2 4.0
2.8 2.5
3.2 2.8
. 2.4
2.9 2.4
1.1 0.8
1.8 1.3
8.3 -
6.1 S.3
6.7 5.8
9.1 8.2
16.7 16.0
18.1 17.0
18.8 18.2
20.0 18.7
22.1 21.0
22.7 21.2
23.7 19.6
21.5 20.6
22.2 20.8
21.0 17.4
19.4 18.0
13.2 10.1
10.5 10.2
11.0 10.5
8.3 4.5
4.0 3.4
4.7 4.3
5.3 1.2
1.6 1.0
2.1 1.7
4.3
2.7
3.0
2.6
2.7
1.1
1.6
e~o
6.3
8.8
16.9
17.8
19.1
19.3
22.2
22.2
20.8
21.7
21.8
18.6
19.0
10.0
10.7
10.8
4.7
3.9
4.5
1.4
1.2
1.8
4.1
2.5
3.0
2.3
2.7
1.0
1.6
5.9
6.5
8.8
16.5
17.9
18.6
19.6
21.6
22.4
21.6
21.2
21.9
21.9
19.2
10.5
10.2
11.3
4.7
3.4
4.5
1.4
1.1
1.9
Dally are rage a
left
"'IS"
9.1
S.S
4.7
6.0
4.0
3.2
7.1
27s
4.8
2.9
1.7
9.1
7.5
6.4
13.4
8.8
19.8
17.7
17.8
19.9
19.5
23.0
22.3
23.3
22.5
21.8
20.5
18.9
13.2
11.8
11.0
7.6
5.7
4.3
5.8
3.4
1.8
•Id.
'15'
4.3
2.7
3.2
2.8
1.1
1.8
8.2
6.0
6.4
-
8.8
16~7
17.8
18.9
19.6
22.0
22.1
22.3
21.4
21.8
20.5
18.9
13.1
10.6
10.9
8.5
4.1
4.6
5.3
1.6
2.0
right
•*""W
4.1
2.5
2.9
2.4
2.6
1.0
1.5
6.7
6.2
8.3
8.6
leTs
17.6
18.6
19.2
21.7
21.9
20.7
21.2
21.5
19.3
18^7
10.4
10.4
10.9
4.6
3.6
4.4
1.3
1.1
1.8
oroaa-
aeotlo
— IIS5II
4.6~
3.0
3.1
2.8~
1.7
1.7
6.4"
6.3
8.7
17.0
17.7
19%
19.4 •
XtA
22.1
22.1
21.7
21.7
20.1
18.8
12.2
10.9
10.9
6.9
4.5
4.4
4.1
2.0
1.9
" Max. ,'
temp.
» i
— 3SII"
13.8
7.7
6.2
8.4 .
6.3
5.4
11.4
5.7
4.8
6.8
4.5
3.6
12.7
11.5
9.8
18.3
1S.6
15.0
24.4
23.6
23.2
25%
25.2
26.6
25.8
»••)•»•••••••
26.6
25.5
25.2
24.6
24.0
23.0
19.0
19.0
17.6
10.2
8.6
8.7
5.5
3.8
3.6
42
-------
Table H.Ta
tenparature obtained by "Enexgoprojekt" method for cross-section 1000 m downstream discharge
CO
Date Q
4.18.1973 577
4.26 460
5.7 434
5.17 352
5.29 311
6.26 353
7.17 G2?
7.12 710
7 .26 600
8.6 541
6.21 259
11.16 251
1.31.1974 Sll
2.21
3.14
4.3
4.17
5.2
5.29
7.12
7.24
8.5
8.19
9.24
10.10
12.4
12.19
4.9 1
5.5
5.21
6.3
6.27
8.5
8.19
9.2
649
281
274
193
266
620
812
1050
532
594
230
1320
617
521
(75 335
684
523
401
392
664
432
408
9,17 404
,
11.2
4.8
13.1
14.6
15.0
14.2
13. S
12.?.
15.1
15.0
20.7
11.4
17.4
13.7
15.8
25.4
25.1
19.3
41.2
32.0
23. 2
35.4
40.6
41.2
37.6
10.6
11.2
27.5
43.1
49.5
57.2
48.2
52.9
52^5
53.4
45.8
.....
0.019
0.010
0.030
0.041
0.040
0.040
0.031
0.017
0.025
0.02S
0.080
0.045
0.023
0.021
0.056
0.093
0.130
0.073
0.06G
0.039
0.027
0.061
0.063
0.179
0.028
0.017
0.021
0.002
0.063
0.095
0.143
0.123
0.000
0.122
0.131
0.133
f
0.228
0.215
0.245
0.264
0.2S8
0.2S7
0.245
0.225
0.24E
0.240
0.315
0.265
0.240
0.230
0.205
0.355
0.410
0.318
0.231
0.255
0.233
0.285
0.291
0.400
0.237
0.222
0.228
0.313
0.285
0.397
0.415
0.376
0.310
0.510
O.475
0.555
Tn
9.2
11.5
16.5
14.2
17.5
21.2
2T.5
20.6
1C. 6
24.3
20.7
2.3
1.4
3.9
4.7
9.3
9.0
13.2
. 13.9
17.4
18.9
23.0
22.8
18.2
10.3
3,6
1.5
9.8
12.0
19.0
13.9
22.2
21.5
21.0
21.5
17.8
5.2
8.2
4.4
8.2
9.4
9.0
G.!i
ibis
3.8
10.4
17.5
17.0
13.1
14.4
9.5
9.6
9.S
7.5
10.2
10.3
0.2
8.2
6.S
10.0
18.4
19.1
10.6
8.5
9.2
7.2
3.2
8.4
9.9
3.4
7.5
TC
Survey
9.S
11.8
18.9
15.0
18.3
22.0
24.1
20.6
19.3
25.1
21.3
5.0
2.5
4.4
7.0
11.0
10.0
14.6
18.0
18.6
19.7
24.0
23.7
19.6
11.0
4.4
2.3
10.9
12.8
20.2
15.4
23.2
22.3
22.3
22.8
20.1
Model
S.5
11.9
17.0
15.4
IS. 9
22.4
23 1 3
19 !:
25.2
21. C
5.0
3.3
5.0
7.2
11.9
11.5
15.1
10.4
IS. 3
20.0
24.7
24.5
20.3
11.4
5.0
3.2
12.2
13.5
20.9
15.2
24.6
23.3
23.1
23.5
19.2
Survey
9.."
11.7
IS. 7
14.5
17.7
X~|~
2^r
* £ c
24.5
21.0
3.5
2.Z
4."
5.3
10. S
10.3
14.2
17.2
17.3
1C. 2
2~.C
23.5
IS. 5
10.5
4.1
2.1
10.3
12.3
19. S
22.7
22.1
22.1
22.6
19.2
Tav.
3.3
11.6
16. S
14.5
17. G
21.5
25.7
2? . 1
is.r
2-: . ;
21.4
3.0
0
f-.2
5.4
10. S
1C? 1
~ t's
17.3
17.8
2s!o
2P.3
IS. 2
10.5
3. S
i'.3
10.5
12.5
19. S
14. S
23.1
22.1
22.1
22.5
IS. 6
-------
Table 15. Comparison of Tftv values evaluated by Jaworski's
method with those calculated basing on surveys
results
Date
4.26-27.1973
5. 7-9 .1973
5.17-18.1973
7.17-18.1973
7.26-27.1973
8. 6-7 .1973
4. 3-4 .197%
4.17-18.1974
X
100
300
1000
9100
100
300
1000
9100
100
300
1000
9100
100
300
1000
9100
100
300
1000
9100
12800
100
300
1000
9100
12800
300
1000
9100
12800
300
1000
9100
12800
22600
Survey
11.8
11.7
11.7
11.6
16.7
16.6
16.7
16.5
14.6
14.6
14.6
14.5
24.0
23.8
23.8
23.8
19.3
18.8
18.8
18.9
19.0
25.0
24.6
24.5
24.6
24.8
10.6
10.6
10.6
11.0
10.3
10.5
9.5
9.4
9.6
Model
11.4
11.4
11.4
11.2
16.5
16.4
16.3
16.1
14.4
14.3
14.2
14.0
23.5
23.5
23.4
23.2
18.7
18.7
18.6
18.5
18.4
24.4
24.3
24.3
24.1
24.0
10.4
10.3
10.0
10.0
10.0
9.8
9.5
9.4
9.2
44
-------
Table 15 (continued)
Date
5. 2-3 .1974
7.24-26.1974
8. 5-7 .1974
8.19-21.1974
5. 5-7 .1975
5.21-24.1975
8. 5-7 .1975
X
300
1000
2400
9100
12800
35500
300
1000
9100
35500
300
1000
9100
12800
35500
300
1000
9100
12800
35500
1000
4000
12800
35500
50800
300
1000
12800
35500
50800
300
1000
12800
35500
50800
Survey
13.9
14.2
13.9
14.0
13.4
13.3
19.4
19.2
19.1
19.1
23.9
23.8
23.8
23.8
23.3
23.4
23.5
23.5
23.4
22.9
12.6
12.5
12.4
12.4
12.3
19.8
19.6
19.8
19.6
19.1
22.1
22.1
22.0
21.9
21.8
Model
13.6
13.6
13.5
13.3
13.2
13.0
19.0
18.9
18.8
18.6
23.3
23.2
23.0
22.9
22.7
23.1
23.0
22.7
22.7
22.4
23.2
23.1
22.9
22.7
22.6
19.6
19.5
19.2
18.9
18.8
21.9
21.8
21.5
21.2
21.1
45
-------
Table 15 (continued)
Date
8.19-22.1975
X
200
1000
4000
12800
35500
50800
Survey
22.5
22.1
21.8
21.7
21.5
21.3
Model
22.0
21.8
21.6
24.4
21.1
21.0
9. 2-5 .1975 300 22.6 22.3
1000 22.6 22.2
4000 22.4 22.0
12800 22.2 21.7
35500 21.8 21.4
50800 21.8 21.3
46
-------
Table 16. Comparison of T.lVtvoluea ova.lu/itod by Eilln^er-Polk's method
with those calculated baalnc on surveys results
Date
^
4.26-27.1973
5. 7-9 .1973
5.17-18.197}
7.17-18.1973
7.26-27.1973
8. 6-7. 1973
4. 3-4. 197*
8.17-18.1974
5. 2-3. 1974
7.24-26.1974
8. 5-7. 1974
8.19-21.1974
j. 5-7. 1974
x
2
100
300
1000
9100
100
300
1000
3100
100
300
1OOO
9100
100
300
1000
9100
100
300
1000
9100
12DOO
100
300
1000
0100
12000
300
1000
9100
12800
300
1000
9100
12800
22600
300
1000
2400
0100
12300
35GOO
300
1000
0100
35500
300
1000
oino
12000
35500
300
100O
9100
12300
35500
1000
4000
12000
35500
50UOO
Tav.
Survey
3
11.0
11.7
11.7
11.6
16.7
IS. 6
16.7
16.5
14.6
14.6
14.6
14.5
24.0
23.3
23.0
. 23.3
19.3
18.8
13.0
10.9
19.0
25.0
24.6
24.5
24.6
24.0
10.6
m.s
10.6
11.0
10.3
10.5
9.5
9.4
9.G
13.9
14.2
13.9
14.0
13.4
13.3
10.4
19.2
10.1
19.1
23.9
23.0
23.8
23.0
23.3
23.4
23.5
23.5
23.4
22.9
12.6
12.5
12.4
12.4
12.3
Model
*
11. G
11.6
11.6
11.6
16.7
16.6
16.6
16.5
14.6
14,6
14.6
14.5
23.8
23.3
23.0
23.7
19.0
10.9
10.9
18.9
18.9
24.6
24.6
24.5
24.6
24 . 6
11.0
11.0
1O.8
10.7
10.4
10.2
9.3
9.1
9.0
14.0
13.9
13.9
13.7
13.6
13.4
19.3
19.3
19.2
19.1
23.7
23.6
23.6
23.6
23.4
23.5
23.4
23.0
22.9
22.0
12.6
12.3
12.1
12.0
12.0
K
3
0.00001
0.15504
0.00577
O. 00010
0.01000
0.01469
0.003G4
O.OG571
0.02561
0.02661
0.01364
0.18307
0.25246
47
-------
Table 16
Data
Surrey
Model
~~~T~" " " ™
5.21-24.1975
8. 5-7. 1975
8.19-22.1975
9. 2-5, 1975
-— 2
300
1000
12800
355CO
50800
300
1000
12800
35560
50800
200
1000
4000
12800
35500
50800
300
1000
4000
12800
35500
50800
j - --
19.8
19.6
19.8
19.6
19.1
22.1
22.1
22.0
21.9
21.8
22.5
22.1
21.8
21.7
21.5
21.3
22.6
22.6
22,4
22.2
21.8
21.8
4
19.7
19.4
19.0
19.0
19.0
22.2
21.9
21.5
21.5
21.5
22.1
21.7
21.1
21.0
21.0
21.0
22.5
22.2
21.6
21.5
21.5
21.5
5 " ~~~~
1.21331
1.16149
0.67133
0.56732
48
-------
Table 17 • River water surface temperature interpreted from
infrared pictures. September 3th, 1975, 4,00 a.m.
X Y
97,5
0 205,0
250.0
375.0
25.0
122,5
_ 175,0
800 280,0
322,5
350,0
20,0
137,5
1000 20?'°
400 !o
10,0
17? 5
*i*7 no •/*-»«'
/uu 375,0
480,0
10,0
75,0
287,5
2500 ltf\\l
675^0
712,5
762,5
50,0
287,5
. 447 * 5
3100 580,0
675,0
745,0
T
21,9
22,0
21,7
21,7
23,4
23,1
21,7
21,7
21,7
21.7
23,4
23,4
23,0
21,7
21,7
23.4
23,4
21,7
21.7
23,2
23,2
23,3
23,2
23,3
22.7
23.0
23,0
23.3
23,4
23.2
21.7
21,7
21.7
I x
ft A
ft
8
A
8
J 4000
A
j{
A
J 4500
A
A
A
J
A
J
J 5300
A
|
I
J
A
I 6600
A 7500
A
s
J 8300
5
I
A
8
J
* 8900
£
A
A
A
A
J
Y
20,0
50,0
80.0
250,0
330.0
420.0
500,0
595.0
10.0
75,0
130,0
300,0
472,5
500,0
612,5
17,5
72,5
135,0
400,0
475,0
617,5
737.5
25,0
75,0
147,5
567,5
755,0
20,0
72,5
150.0
20,0
52,5
97,5
145,0
25,0
50,0
127,5
402,5
525,0
637,5
712,5
T
23.3
23,4
23.4
23,4
23,2
22.0
22.7
21.7
23.3
23,4
23,3
22,0
21,7
21.7
21,7
23,4
23,3
23,1
22,0
21,7
21,7
21,7
23,4
23,0
22.0
21.7
21.7
23.2
23.4
22,0
23,4
23.3
23,0
22.0
23.3
22,3
21,9
21,7
21,7
21,7
21,7
49
-------
Table 1? (continued)
X Y
29,0 .
112,5
200,0
Q, __ 255,0
94\)U 305,0
355,0
475,0
520.0
205VO
312,5
9900 430,0
500,0
603*0
227.5
277.5
10300 yfi'%
647.' 5
200,0
337.5
10700 j^O
555.0
672,5
770.0
300.0
345,0
375,0
11300 447,5
•*uu 600.0
762,5
820,0
887.5
55.0
227.5
11900 520«°
637 .*5
737.5
800.0
37,5
130,0
255,0
snn r>
4*}f\r\r\ y\j\j i\j
1dS*J\J r r\t- /\
625.0
712,5
772,5
825,0
T
23,3
23.3
22,7
22.0
21.7
21.7
21,7
21,7
23,2
23.0
21,9
21.7
21,7
23,2
23,3
21.9
21,7
21,7
23.0
23,2
23.1
22,1
21,7
21.7
21.7
23,3
23,2
21,9
22,7
22,0
21,7
21.7
21,7
23,0
23,0
22,8
22,8
21.7
21,7
21.7
23,2
23.2
23.3
23,2
23.0
22.8
21.7
21.7
X Y
45.0
122,5
13200 180.0
300.0
375.0
445,0
25,0
167,5
IP P 5
13500 -*fcfc»v
430 !o
150,0
222,5
14000 £75,0
495,0
180,0
345,0
AOp «5
14400 t+c.£.%s
575^0
5,0
52,5
137,5
15000 205*°
287^5
375.0
420.0
462.5
487,5
662,5
755,0
475,0
550.0
15700 597,5
647.5
680.0
705.0
750.0
822,5
920,0
T
23,0
23,2
23,0
22,0
21,7
21.7
23.1
21,7
21,7
21,7
21,7
22,7
22,0
21,7
21,7
21,7
22.7
22,0
21,7
21,7
21,7
23.2
23.2
23,2
22,0
21.7
21.7
22.0
21,7
21,7
21,7
21.7
21,7
23,0
23.3
23.3
23,3
23.3
22.7
21.9
21.7
21,8
50
-------
Table 17 (continued)
X
16500
17300
18200
19200
19900
20600
I
273,5
427.5
500,0
552,5
650,0
737.5
825,0
862.5
580,0
612,5
650,0
695,0
750.0
797,5
850,0
912,5
967.5
1020,0
1100.0
372.5
450,0
587.5
687,5
822,5
895,0
412,5
612,5
672,5
775,0
887,5
130,0
350,0
475,0
597.5
712,5
797.5
12,5
100,0
175,0
287,5
412,5
470.0
525.0
580.0
T
23,3
23,3
23,3
23,2
23,1
22.8
21,9
21,8
23.3
23,3
23,0
23,2
23,3
23,2
23,2
23,0
22,0
21,9
21,8
23,0
22.7
22,7
22,3
21,7
21.7
22,0
22,0
21,7
21,7
21.7
23.3
23,2
22.0
21,7
21,7
21,7
23,2
23,2
23,0
23,0
23,0
22,0
21.7
21,7
X Y
150,0
225,0
305,0
21300 362,5
405,0
480,0
537,5
600,0
687,5
312,5
412,5
21900 495,0
575,0
625,0
672,5
745,0
312,5
355,0
22700 475,0
562.5
625,0
730,0
797,5
930.0
962,5
37,5
512,5
23500 675,0
825.0
525,0
20,0
125,0
225,0
325,0
24100 355,0
450,0
737,5
25,0
125,0
220,0
24700 350,0
397.5
500,0
655,0
T
22,3
22,3
22,7
21.9
22.3
22,3
21,9'
22.0
21,7
22,0
21,7
21,7
21,7
21,7
21,7
21,7
23,0
22,7
21,8
21,7
21,7
21,7
21,7
21,7
21.7
23,0
22.0
22.3
21,7
21,7
23,0
22.7
22,0
22,0
22,0
22,0
21,7
22,0
21,9
21.9
21,8
21.7
21.7
21,7
51
-------
Table 1? (continued)
X
25400
26000
27100
27700
28200
28700
29300
I
50,0
250,0
355,0
500,0
20.0
250,0
355.0
445.0
512,5
22,5
112.5
225,0
370,0
422.5
455,0
25,0
112,5
180.0
237,5
325,0
450,0
25,0
100,0
197,5
312,5
387,5
520,0
630,0
30,0
120.0
187,5
255,0
322,5
375,0
480.0
25,0
162,5
270,0
387,5
520,0
570,0
T
22,0
22,0
21.7
21,7
23,0
22,7
22,7
21,9
21,9
23,0
22,8
22,3
22,0
21.9
21.8
22,0
22,0
22,0
22,0
22,0
21.7
•
22,0
22,3
21.7
21.7
21.7
21,7
21,7
22.7
21,7
21,7
21,7
21,7
21,7
23.0
22.3
22.3
22.3
21.7
21.7
21.7
X Y
,—.,
112,5
175,0
220,0
29900 370,0
425.0
545.0
35,0
100.0
30500 150,0
245,0
320.0
37,5
137,9
31600 230,0
305,0
370,0
430,0
25.0
147,5
33300 255,0
362,5
500,0
22.5
100,0
34500 170,0
275,0
350,0
20,0
35500 122.5
200,0
300.0
20,0
197.5
•325.0
362,5
405,0
20.0
150,0
36200 187.5
305.0
495,0
T
22,3
22,0
22,7
22,0
21.7
21,7
21,7
22,7
21,7
21,7
21,7
22.0
21,9
22,0
21,7
21,7
21,7
21,7
21,8
21,7
21,7
21,7
21,7
21.9
21,7
21.7
21.7
21.7
21.9
21,7
21,7
21,7
21.7
21,7
21,9
21,7
21,9
21,9
21,9
21,9
21,8
52
-------
Table 17 (continued)
X
37100
37900
38400
39000
39900
40200
41300
42000
43000
r
25,0
275,0
475.0
25,0
80,0
125,0
155,0
300,0
470,0
12,5
55.0
125,0
225,0
325,0
430,0
550,0
15,0
347,5
572,5
127,5
325,0
550,0
25,0
250,0
400.0
470,0
525,0
25,0
137,5
300,0
347,5
397.5
480,0
550,0
30,0
250,0
500,0
25,0
375,0
587 ,5
- if •"
T !! x
if '
21,9 !i
21,9 !' 43900
21,8 j
n
21,9 Jj
22,0 !!
22,0 |! 45000
22'. 0 ii
22,0 |j
22,0 |!
n
21,7 !!
21,7 |!
21,7 !i
22,0 » 45900
21,8 ii
21,8 !!
21,7 !i
n
21,7 " 47000
21,9 !i
21,7 »
II
II
21,7 jj
21,7
21.,7 !!
n
21,7 i!
21,9 jj
21.7 'j
21,7 !!
21,7 !
H
21,7 !!
21,7 »
21,9 !!
21,7 i!
21,7 I'
21,7 !!
21,7 !J
II
21,8 !!
217 "
' ' n
21,7 jj
II
22,0 ||
21,8
21,8 J|
n
Y
30,0
335 ,0
555.0
12,5
147.5
262,5
325,0
580,0
612.5
642,5
30,0
180.0
320,0
375,0
-
_
•V
-
-
-
T
21,7
21,7
21,7
21,7
21,7
21,7
21,7
21.7
21,7
21,7
21,7
21.7
21,7
21,7
21,7
21,7
21,7
21,7
21.7
21,7
-------
10500.
m
1C>500
Fig. 4. Vistula water surface temperature distribution
downstream of Kozienice Power plant.Sept.3,1975
-------
Fig.5.Detention time nomograph on the Vistula
stretch from km 371+700 to km 513+400
as a function of water level at Pulawy
gauge cross-section
370
380 390 400 40 420 UO UO 450 460 470 4SO 490 560 510
distance from the source of Vistula
55
-------
DISCUSSION
Thermal regime of Vistula water downstream of Kozienioe
Bower plant
One can see from the obtained results that in all cross-
sections the lateral stratification (two-streams system) exists.
However, the discharge channel was fully mixed - temperature di-
fference in the cross-section was less than 0.5 C. The heated
water stream can be easy separated at a distance of 12800 m do-
wnstream from the discharge of the power plant with 6 units ope-
rating. Max. temperature rise at the distance of 1000 m downs-
tream was observed on September 17.1975 and was equal to 7.7 *€.
The average in this cross-section was 1.4 C. The Plant was
operating then with the capacity 1150 MW3 discharging 11% of the
total rate of stream flow equal to 404 m /s.
In the further stretch of 12800 m downstream from the sour-
ce, the heated water stream is observed on the whole width of
the river. The difference of temperature between the two banks
did not exceed 0.5 °C.. The average rise of temperature on the
stretch between the source and the profile of 1000 m downstream
never exceeded 1.5 °C - observation in the cross-section 1000
m, April 17-18, 1974, capacity 790 MW, heated waters discharge
25.1 nr^/s and flow 200 mVs.
The section between the source and the 1000 m profile down-
stream is the zone of intensive mixing and cooling. A smaller
temperature gradient is observed at the last part of the obser-
ved stretch. In the cross-section 50800 m downstream from the
discharge the temperature rise of only 0.3 C is observed.
That value is close to the accuracy of the instruments. There-
fore, the stretch of the length of 50 km has to be recognized
as affected by the Power plant under existing conditions. The
infrared pictures confirmed that, too.
The influence of heated waters on the ice phenomena in the
river cannot be estimated properly, because these phenomena did
not occur distinctly in the profiles above the discharge.
The critical periods for cooling process are given in ta-
ble 18. The max. water temperature close to the source bank at
the distance of 1000 m downstream occurred on August 11, 1975 at
12°° noon and 6°° p.m. and was equal to 26.8 C.. At the s»me
time the temperature of fresh water was 22,3 °c. The power
plant operated with the 1018 MW capacity and the flow was equal
to 826 m /s.
56
-------
Table 18. Critical periods for Koslenloe Pomr plant operation In each year of period 1973 to 1973
CJl
1 -"------•
1
1
1 1
1 T)m+j| *^flnfl-
1 UOLvC f***p»
J8.18 482
J8. 19 245
1 8.20 378
| 8. 21 576
i 1
i . .
''Date Capa-
1 city
1 1 ii-ir
t i *'•'*
17.11 I 960
| |
17 .12 nC77
t i
17.13 1836
17.14 I -
17.15 I -
'7.16 ! 960
17.17 J1183
17.18 I -
17.19 !">88
1 7. 20 fC92
J7.21 ;811
18.8 1987
;8.9 1 786
18.10 1784
Is. 11 hois
I 1
J8.27 I1 «*
J8.28 f'021
1Q
*
308
287
280
270
0
nrVs
533
506
461
421
438
412
386
382
391
366
362
563
714
801
S26
720
436
408
t
i f
1
i t8
120.8
j
.21.7
121.6
121.2
t
1
1
i T
Idee
lw*6
123.0
,22,7
122.9
123.0
1
122.9
123.3
123.1
122.3
J22.6
122.7
]21.3
121.3
,'21,7
1
122.3
122.3
1
122.1
'20.3
J19.5
1973
, Temperature 1000 m downstream discharge
left bank T mlddlestream T right bank ""
L.7..j..l2.1..1§..L.7..J..!2.i 1§_ 1..1 J 12 I 18
*" i " i*" — t — — — ^ — •-• .^------j— -—
22.4 24,4 24.6 21.2 24.4! 23.2 20.0 23.1 I22.4
I t
22,1 23.0 23.2 22.0 22.8; 22.8 20.8 20.4 J20.0
21.2 22.4 23.4 20.2 21. 2J 24.6 19.0 20.0 J21.2
22.0 23.5 23.6 22.0 23. 5J 23.6 22.0 21.2 J21.0
i. 1
1975
______Teagerature_1000_m_downstream_dlscharge
left bank ! mlddlestream ! right bank
t 7 .J. 12 J 18 I. 7 J 12 J 18 'L 7 J 12 {18
•
.
No obaerwationa
i ^ i
i i
24.1 26.3 26.6 |23.3 24.6 25.4 21.3 22.0 122.0
24.3 23.6 25.8 J23.6 24.9 23.0 21.7 23.3 J23.1
24.3 26.1 24,2 J23.9 23.6 24.1 21.8 23.0 (23. 0
23.3 26.8 26.8 J24.8 26.0 25.9 22.4 23.1 123.0
25.0 26.0 25.7 ',24.0 25.4 25.1 22.3 23.0 [23.0
22.8 24.0 24.1 J22.5 24.1 24,0 20.2 21.5 J21.3
22.0 23.5 24.1 [21.9 23.5 24.0 19.6 21.4 J21.3
' 1974
Date *Capa4 o ^ T Temperature 1000 m downstream. discharge
'city 3 1 Q r left bank J_ mlddlestream j_ right bank
• ,K'K n /• jae8 12 ! 18 7 12 ! 18 7 ! 12 ! 18
..----, — __,«_-._,. — ---r — ---, — -- — r- — --r — --T- — -T-« r- -,- — ..^..._
8.2 I 904 704 120.5 23.1 24.1 J24.3 22.2 23.3 23.5 20.7 22.0;22.0
8.3 I 920 619 J21.2 24.0 24.2 125.0 23.0 23.1 23.6 20.9 22.0J22.2
8.4 I 757 573 J20.5 24.0 25.5 ;25.5 23.0 24.1 24.0 21.9 23.0J23.0
8-5 ! 970 546 J22.5 24.7 24.9 J25.0 23.4 23. 8 24.6 22.6 22.8J23.1
ii i ^ i
-------
Such high temperatures were not observed in previous years,
"because full capacity was not put into operation.
Estimation of the models
The estimation of the models was done on the basis of 1?
expedition type surveys and 19 periodical surveys. The results
of computations of the temperature distributions were compared
with measured values. Theoretical and measured values for the
cross-section of 1000 m downstream of the Plant are set together
in table 19. One can see that the Jaworski's method is less ac-
curate. The average error is 0.4 °C for the mean temperature.
0.18 °C and 0.22 &C are the errors for the "Energoprojekt" and
£dinger**Polk methods, respectively. These results can be accep-
ted as satisfactory, however, the max. difference was much lar-
ger 0.8 °C
Rather poor agreement between the computed and measured la-
teral temperature distribution in the cross-sections was obtai-
ned. That may be explained as follows:
- During observation period the critical conditions did not
occur. The ratio of the heated waters quantity to the rate of
river flow was small and ranged from 1.0 % to 14.3 %
- There were difficulties with proper determination of the cha-
racteristic numbers for each cross-section e.g. area of the
fresh and heated water streams etc , because of complicated
morphemetry of the river bed.
- Lack of river training structures.
Summarizing, one can state that at the actual technical
level the last two methods are satisfactory for determination
of the average temperature in a river cross-section.
In order to properly determine the lateral temperature dis-
tribution a new model should be prepared. That model should be
probably three - dimensional and discreet (river stretch should
be divided into small uniform sections), because a continuous
model offers poor results. As an initial equation e.g. the
Edinger-Polk method or any other solution of the energy conser-
vation law may be applied.
58
-------
Table 19. Comparison of mean water temperature value in
Vistula cross-section 1000 m downstream the dis-
charge evaluated by "Energoprojekt" s, Jaworski's
and Edinger-Polk's methods with those obtained
from surveys results.
Date
4.26,1973
5.7, 1973
5.17,1973
7.17,1973
7.26,1973
8.6, 1973
4.3, 1974
4.17,1974
5.2, 1974
7.24,1974
8.5, 1974
8.19,1974
5.5, 1975
5.21,1975
8.5, 1975
8.19,1975
9.2, 1975
Mean temperature in cross -section 1000 m
downstream discharge
Survey
11.7
16.7
14.6
23.8
18.3
24.5
10.6
10.5
14.2
19.2
23.8
23.5
12.6
19,6
22.1
22.1
22.6
"Energopro-
jekt's"
method
11.6
16.6
14.5
23.7
18.9
24.5
10.6
10.1
13.8
19.2
23.5
23.3
12.5
19.8
22,1
22.1
22.5
JaworsK±»s
method
11.4
16.3
14.2
23.4
18.6
24.3
10.3
9.9
13.6
18.9
23.2
23.0
12.2
19.5
21.8
21.8
22.2
Edinger-
Polk's
method
11.6
16.6
14.6
23.8
18.9
24.6
11.0
10.2
13.9
19.3
23.6
23.4
12.6
19.4
21.9
21.7
22.2
59
-------
SECTION 6
HYDROCHEMICAL STUDIES
EFFECTS OF THE HEATED WATERS DISCHARGE ON THE VISTULA WATER
QUALITY
Methods
!Dhe hydrochemical investigations of the Vistula water and
its tributaries were carried out on the stretch of the river
from PuJawy to Warsaw (fig.6, tabl.20^.
Usually the samples for the investigations were taken from the
left bank of the Vistula iiiver at places of distinct current.
Only at station No 2 the samples were taken at the right river
bank. At stations in the vicinity of the thermal water dischar-
ge from the power plant, namely at stations 3, 4 and 4a the sam-
ples were taken at three points in cross-section (the left bank,
the middle and the right bank). After June, 1974, the samples
were taken occasionally at three points in cross-section at ot-
her stations too.
The samples for investigations were taken once or twice a
month. The samples were taken first at station 1, and during
the next two or three days according to the rate of water flow
the sampling continued up to station no.9.
In order to observe the changes in the Vistula water qua-
lity close to the power plant Kozienice for twenty four hours
a day, samples were taken every two hours.
Twice a year, in spring and fall, sampling was synchronized
with the speed of the water flow, which was calculated according
to the nomogram of the flow time for the section from Pulawy
to Warsaw and for different water levels at the Puiawy water
gauge (29). During these investigations at each station along
the Vistula river the samples were taken at three points at
cross-section.
Usually samples were taken from flowing water at 30 cm be-
low the water surface.
60
-------
WARSAW
Gorao
Kalwaha
- Sampling points on Vistula River
- Sampling points on Vistula
tributaries
'<£
&
ienice xS1
Deblin
:
Fig. 6. Location of sampling points on Vistula River and its
tributaries
61
-------
Table 20. List of localization of the sampling stations
No
Sampling points
The Vistula River
Km of the
River
Bank
1 Above Pulawy 371.0
2 Below Pulawy 381.0
3 Above Kozienice power station 426.0
4 Below Kozienice power station 428.5
4a Below Radomka River mouth 438.0
5 Above Pilica River mouth 455.0
6 G<5ra Kalwaria 476.0
7 Above Jeziorka River mouth 493.0
8 Above Sieklerki power plant 504.0
9 Warsaw - Czerniakdw 509.0
left
right
cross-section
cross-section
cross-section
left
left
left
left
left
Tributaries
Km of Vis-
tula River
I
II
III
IV
IVa
V
VI
VII
Kurdwka River mouth
ffieprz River mouth
Zagozdzonka River mouth
Discharge of heated wa-
ters from the Kozienice
power plant to the chanael
Outlet of heated water
channel into the Vistula
river
Radomka River mouth
Pilica River mouth
Jeziorka River mouth
378.1
391.7
425.0
426.5
431 .e
457.0
493.7
right
right
middle
right
right
right
62
-------
The physical and chemical analyses of the samples covered the following
parameters: temperature, turbidity, color, conductivity, odor, pH, dis-
solved oxygen, BODc, COD, ammonia, nitrite, nitrate and organic nitrogen,
total, volatile and fixed residue, orthophosphate, total phosphate, and
during the first two years, phenols.
The methods of preservation of the samples and methods of physical and
chemical analysis were performed in accordance with the Analytic Manual For
Determination of Pollution in Surface Waters and Wastewaters, elaborated by
the Institute of Water Economy in 1972 (30), and they are, in a large extent,
similar to the methods suggested by Standard Methods (31).
The water temperature was measured directly in water with the accuracy
of 0.1 °C. Immediately after the samples had been taken, they were fixed
according to the determination: dissolved oxygen - with a solution on man-
ganese sulphate and alkali-iodide-azide reagent; COD - with a concentrated
sulphuric acid; nitrogen compounds,.dry residue and phosphates - with
chloroform; phenols - with a solution of manganese sulphate and phosphoric
acid.
The samples were transported daily to the laboratory and stored at low
temperature until the time of analysis. The determination performed from
unpreserved samples was made within 24 hours after sampling.
All the determinations were performed in two parallel repetitions.
When there was a too large discrepancy between results, a third determination
was made. The average from the two most similar results was considered a
final result. See section on Precision of Analytical Methods (enclosure 7,
in Supplement to this report).
The analyses were performed in the following manner:
- turbidity, measured with the "Hach" turbidity meter;
- colour, defined on the basis of visual comparison with the scale of
platinum-cobalt standards;
- conductance, measured with the conductivity meter "Radiometer";
- odor, using the organoleptic method, according to intensity scale of six
degrees;
- pH, using the potentiometric method with a pH-meter, Type LBST-8;
- dissolved oxygen, using the modified method of Winkler-Alsterberg;
63
-------
- BOD5, using the method of dilution;
- COD, with bichromate of potassium two hours reflux;
- ammonium nitrogen, by the colorimetric Nessler method using the "Specol"
photocolorimeter;
- nitrite nitrogen, using the Gress-Illosvay's colorimetric method, with a
photocolorimeter of the "ZAL" type;
- nitrate nitrogen, using the colorimetric method with phenoldisulphonic
acid, with a photocolorimeter of the "ZAL" type;
- organic nitrogen, using the Kjeldahl method;
- orthophosphate, using the colorimetric method with ammonium molibdate;
- total phosphate, as above, after dry combustion of the samples;
- dry residue, at 100°C, using the weighing method;
- phenols, using the colorimetric method with 4-aminoantypiryn on auto-
analyzer "Technicon".
Results
The research on the water quality of Vistula river and its tributaries
was carried out from January 1973 to December 1975, fifteen to sixteen times
per year. Additionally, twenty four-hour investigations were carried out,
concerning such parameters as: temperature, D.O, BOD , Nt^. NH~.
All results of measurements are provided in a separate U.S. Environ-
mental Protection Agency report entitled the Supplement to "Studies on the
Effects of Heated Maters Discharged from the Koziem'ce Power Plant on the
physico-chemical processes in the Vistula River and on the Hater Quality".
Research Grant No. PR-05-532-5.Basic Data. Warsaw, Poland 1976. This
supplement is available from NTIS; access number same as this report with
suffix "B".
Discussion
The changes of water quality along the Vistula river in the years 1973 to
1975 -
The evaluation of the water quality changes along the Vistula river is
based on annual average and extreme results of water analyses performed
during 1973 to 1975. (Enclosure 8-99). In the tables 21-23 annual average
values of more "important parameters are given.
64
-------
Table 21. Averages of results of Vistula river and
its tributaries water quality measurement
year 1973
Sampl. Temp .of DO BOD,-
sta- water
tions
1
2
3
4
4a
5
6
7
8
9
I
II
III
IV
V
VI
VII
°c
9
10
9
11
10
9
9
10
12
10
15
11
9
22
9
10
12
COD
NH^-N NOp-N NO~-N Org. Residue
•* ** N total
mg/1 02
.8
.6
.9
.1
.8
.9
.7
.4
.0
.2
.8
.8
.4
.1
.4
.2
.2
9.3
8.6
9.7
9.3
9.4
10.1
10.4
10.3
10.1
10.3
7.3
8.6
7.8
8.5
6.9
9.8
7.0
4.3
5.7
5.2
4.7
5.8
5.6
5.1
4.8
5.2
4.8
6.5
5.8
2.5
5.4
7.3
3.3
13.3
26.8
25.5
25.7
23.0
26.9
28.5
28.7
26.8
25.8
27.6
29.6
28.7
19.7
25.8
36.0
24.9
50.4
1.30
2.08
1.40
1.39
1.39
1.40
1.17
1.19
1.03
1.18
15.4
1.00
0.48
1.30
2.75
0.33
0.80
mg/1 N
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
.027
.047
.033
.038
.039
.033
.025
.028
.028
.025
.416
.036
.048
.068
.036
.009
.111
0.72
0.90
0.86
0.86
0.90
0.87
0.77
0.76
0.73
0.75
4.9
0.58
2.95
0.86
0.28
0.33
0.50
1.91
2.44
1.80
1.79
1.90
1.55
1.59
1.59
1.28
1.51
16.5
1.70
1.58
1.47
2.28
1.48
1.97
rag/1
539
529
511
514
495
500
465
473
475
473
558
371
372
505
321
293
411
65
-------
Table 22. Averages of results of Vistula river and
its tributaries water quality measurement
year 1974
Sampl
sta-
tions
1
2
3
4
4a
5
6
7
8
9
I
II
III
IV
V
VI
VII
. Temp .of DO BOD5
water
COD
NH3-N
N02-N
mg/1 O^
10.5
10.5
10.0
12.1
11.1
11.0
10.4
9.8
10.0
10.1
14.7
11.2
9.5
20.8
10.1
10.2
9.7
9.8
9.8
10.1
9.7
9.7
10.9
11.0
10.1
10.0
10.2
7.7
7.8
7.2
8.9
6.8
10.3
7.7
4.0
5.0
4.2
4.2
4.7
4.8
4.6
4.2
4.6
4.8
86
3.8
2.0
4.7
6.0
3.1
9.0
23.6
23.4
25.9
24.5
25.6
25.2
23.7
26.0
25.6
27.4
27.1
29.5
21.3
23.5
34.7
23.0
40.0
1.13
1.75
1.08
1.07
1.0$
1.02
0.82
0.80
0.77
0.78
12.7
0.89
0.62
1.00
2.36
0.43
0.92
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
mg/1
.026
.048
.024
.030
.031
.031
.021
.024
.025
.025
.444
.033
.106
.055
.050
.009
.061
N03-N
N
0
1
1
1
0
0
0
0
1
0
4
0
3
1
0
0
0
.99
.20
.10
.00
.99
.98
.85
.99
.00
.97
.6
.48
.63
.12
.26
.40
.86
Org.Residu
N total
1.26
1.63
1.55
1.46
1.51
1.53
1.47
1.38
1.43
1.36
10.3
1.55
1.25
1.42
1.93
1.25
1.84
mg/1
494
486
486
490
467
471
436
440
443
439
513
361
393
473
319
296
425
66
-------
Table 23. Averages of results of Vistula river and
its tributaries water quality measurement
year 1975
Sampl.
sta-
tions
1
2
3
4
4a
5
6
7
8
9
I
II
III
IV
V
VI
VII
Temp .of DO BOD5
water
°C
11.1
11.4
10.8
13.5
12.5
12.0
11.1
11.0
11.1
11.2
15.6
11.0
10.6
22.8
10.9
11.1
10.6
COD
NH3-N
mg/1 02
9.8
9.9
10.4
10.1
10.1
10.5
10.6
11.0
11.1
11.1
7.6
9.6
7.7
9.3
7.1
10.3
6.6
3.5
4.1
3.6
3.6
4.2
3.9
4.0
4.0
4.6
4.4
12.7
3.5
2.4
3.4
9.3
3.9
21.1
21.2
19,4
18.7
18.7
20.3
21.2
19.2
19.8
20.7
20.9
22.8
24.9
18.3
17.7
33.7
19.2
43.4
0
1
0
0
0
0
0
0
0
0
.78
.32
.75
.76
.82
.77
.66
.61
.65
.65
12.9
0
0
0
2
0
0
.49
.61
.76
.29
.35
.95
N02-N
NO^-N
mg/1 N
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
.027
.051
.037
.039
.038
.035
.030
.028
.027
.028
.451
.028
.121
.051
.036
.009
.064
0.88
1.00
0.99
1.00
0.96
1.00
0.92
0.97
0.95
0.94
4.10
0.54
4.38
1.02
0.30
0.37
0.63
Org. Residue
N total
mg/1
0.97
1.22
0.96
1.02
1.11
0.99
1.14
1.21
1.18
1.20
11.0
1.27
1.07
1.08
1.90
0.97
1.63
464
459
454
453
431
447
406
424
435
428
516
342
403
447
294
288
419
67
-------
The changes of mean water temperature along the Vistula
river are quite similar during all three years. The average
temperature at station No.1 was between 9.8 and 11.1 °C.The lo-
west temperature was observed in 1973. On the stretch upstream
from the Kozienice power plant the temperature of the river wa-
ter was slightly effected by the Kurdwka tributary, whose avera-
ge water temperature was 4 to 6°C, higher than the Vistula wa-
ter temperature. The temperature of the Vistula water downstream
from Kozienice is considerably influenced by discharge from
the power plant and its average temperature was 20.8 - 22.8 °C.
As the power production of the plant has increased in time, the
difference betv/een mean water temperature downstream and ups-
tream from the heated waters discharge point has also increased.
Thus in 1973 this difference amounted to 1.2 °C, in 1974 to 2.1
°C and in 1975 to 2.7 °C. It was also observed that the length
of the river stretch influenced by heated waters has increased
as well. Thus the water temperature has reached the natural
temperature level at the distance of 30 km downstream from the
discharge point in 1973, whereas in 1974 this distance equalled
to 65 km. In 1975 it was observed that the minimal mean water
temperature at all stretch downstream from the discharge point
was 1°C higher than mean temperature upstream from the discharge
point.
The minimal and maximal water temperatures changed along
the river course similarly to mean temperatures. The highest
values of temperatures were observed at station 4 in 1974 and
1975 (fig.7j.
The data concerning dissolved oxygen concentration show
that the oxygen conditions in the whole river changed during
the years. The lowest average dissolved oxygen concentrations
were observed in 1973 (fig.8). At this time the DO balance was
considerably effected by the waste water discharge through the
Kurdwka river. The decrease of oxygen concentration below this
tributary was higher than below the Kozienice power plant.
The best_oxygen conditions in the Vistula river were ob-
served in 197?. This is evident from the extreme values of oxy-
gen concentrations as well:
DO concentration mg/1
minimum maximum
1973 6.3 - 7.9 11.8 - 14.8
1974 5.7 - 7.4 11.5 - 14.8
1975 6.0 - 8.2 12.0 - 14.4
68
-------
1973
1974 1975
O
0
0)
Fi
d
p
a
25
24
23
22-
21-
20
I
I
13
11-
10
9-
3
2
1
0
inin - -. — — — o— o-
max-*——— ii ' •
x— x«
"""*—".X.—><•—r
—X
,
371 30l"
1 2
476 493 504 509
6 7 Q 9 station
Fig. 7. Changes of yearly water temperature along
Vistula river
69
-------
OJ
o
15
U-
12-
11
10-
lr 9-
o 8.
7
6
5
A
3
^=^=«»>
1973
av.- —
min - — - -
max- -.—-
1974 1975
— >*— X-
—O—fl-
509
371 301
1 2
/,?.6 A38 A!55 476
3/, /.a 5 6
A')3 50A km
7 09 station
Fig. 8. Changes of yearly oxygen concentration
along Vistula river
70
-------
During all three years a similar decrease of average oxygen
concentration "below the Kozienice power plant was observed,
(0.3 - 0.4 mg/l). This loss of oxygen was completed at the dis-
tance of about 30 km downstream from the heated waters dischar-
ge point.
It should be pointed out that during all three years the
oxygen condition in the Vistula water was satisfactory. At all
stations the phenomena of supersaturation could be observed,
sometimes reaching 160 $.
i?rom among the tributaries the water in Jeziorka contained
the smallest amount of dissolved oxygen. Its mean concentration
was from 6.6 - 7.7 mg/l 0~ and sometimes decreased below 2 mg/l
02.
Such low oxygen concentration was observed in Wieprz and
Zagozdzonka as well, but only in 1973.
Good oxygen conditions in the heated water discharged from
the power plant should be noted. The oxygen concentration was
within a scope of 6.6 - 11.5 mg/l 0^. ^he yearly mean values we-
re above 8 mg/l 02• Sometimes even supersaturation was observed.
The 30D5 values of the Vistula river show that the concen-
tration of easily decomposing organic matter was different in
given years. The yearly mean BOD^ show clearly that the highest
pollution by organics was in 1973 and the lowest in 1975. The
course of changes of mean values along the river was similar
in all years (fig. 9).
At the river stretch above the Kozienice power plant and down-
stream from the Kurdwka river mouth a considerable BOD- incre-
ase was observed. 'J-'he water of this tributary was very polluted
by organics. Maximal value of its BOD= reached 50 mg/l 0% in
1975.
Downstream from the heated waters discharge point (station
k) the yearly mean value of BOD^ decreased in 1973 but it did
not change in the next two years. At the Vistula stretch from
Kozienice to Warsaw one could observe two points of considera-
ble increase of organics concentration. One point was below the
Radomka river mouth, which BOD^ reached maximal values of 23
mg/l 02 in 1975. '-Phe next important source of pollution was Je-
ziorka river, which BOD^ reached 100 mg/l 02.
The concentration of nitrogen compounds was considerable
in the Vistula river over the period of observation. It concer-
ned organic as well as inorganic compounds of nitrogen soluble
in water.
71
-------
c\J
O
bO
§
u-
13-
12-
11
10
9-1
8
5-
4
3
2
1
0
428.5
509
371 381
1 2
426 438 455 476 493 504
34 4a 5 6 7 89 'station
Fig.9. Changes of yearly BOD5 along Vistula river
72
-------
Among the inorganic compounds ammonia reached the highest
level of concentration of nearly 5 mg/1 N in 1973. The yearly
mean concentration was different in given years. This proves
that the pollution of the Vistula water "by ammonia decreased
from year to year. This could he observed along all investiga-
ted points of the river. The changes of ammonia concentration
along the river were similar (fig.10). Distinct increase of am-
monia concentration was always noticed at station 2 which shows
that the main source of pollution by ammonia were the Nitrogen
Fertilizers Works inj Puiawy. The waste waters from these works
discharged into the Kurdwka river, caused an increase of ammo-
nia concentration in Kurdwka water. Yearly mean values were be-
tween 12.7 - 15.4 mg/1 W. The maximum value reached 23.6 mg/1 N.
The concentration of nitrates in the Vistula water was also
high. The average yearly concentration was relatively similar
along the surveyed stretch of the Vistula during all periods of
research. It ranged from 0.72 to "1.2 mg/1 N.
The concentrations of nitrate in Vistula water were also
distinctly effected by the wastes discharged from the Nitrogen
Fertilizers Works into the Kurdwka river. From among all inves-
tigated tributaries the Kurdwka river was mostly polluted by
nitrates. Its concentration ranged from 2.4 to 7.0 mg/1 N. The
yearly average values were between 4.1 and 4.9 mg/1 N.
The concentration of nitrogen fixed in nitrite compounds
was much lower than in the above mentioned compounds. The con-
centration range was between 0.002 to 0.156 mg/1 N during all
periods of research. The yearly average concentrations had simi-
lar range for all years and enclosed between 0.021 and 0.051
mg/1 N.
The distribution of yearly average nitrite concentration
along the surveyed stretch of the Vistula was similar in the
succesive years (fig.11j. The concentration of nitrites was ef-
fected first of all by the Kurdwka river. The concentration of
nitrites in Kurdwka water sometimes exceeded 1.00 mg/1 N. The
yearly mean values ranged from 0.416 to 0.451. Such polluted wa-
ter caused almost double concentration of nitrite in the Vistula
river at station 2. Downstream from this station we observed
successive decrease of concentration of nitrite up to station 4.
At station 4 the average annual concentration increased again.
This phenomenon should be considered as the effect of the heated
water discharged from the Kozienice power plant.
The concentration of organic compounds of nitrogen was com-
paratively high. The maximum yearly concentration during all pe-
riods of investigation reached 5.47 mg/1. The yearly average va-
lues show that the pollution of the Vistula water by nitrogen
73
-------
1973 1974 1975
5,0-1
iH
V.
S 4,0
I 3,0
2,5-
2,0
1,0
0,5
0
mn -•• — •• -o— o— •«.«..«•
M *~* — — «^. ^^ *'—X—X •X>~
371 381
1 2
;'2G/,2fli5'38 455 476 493 504 B09 1cm
3*4- 4a 5 6 789 .station
Fig. 10• Changes of yearly ammonia concentration
along Vistula river
74
-------
0,160-
0,150-
0,140
0,130
0,120-
0,110
0,100
^ 0,090
rH
^
W)
a 0.080-
tn 0,070
^ 0.060
0,050
0,040
0,030
0,020
0,010
0
1973
mm- «...
max- -.—-
1974
-X—X—
~0-0~
1975
*-X»^<"»
371 381
1 2
426. /,38 455
-------
organic compounds decreased from 1973 to 1975. The changes of
yearly average concentrations along the surveyed stretch of the
Vistula demonstrated that the main source of nitrogen organic
compounds was the Nitrogen Fertilizers Works (fig.12).
The above discussed data, as well as the yearly average
results of turbidity, colour, conductance, residue and pho-
sphate show that the water quality at Vistula section between
Pulawy and Warsaw was better in 1975. During this period we co-
uld observe a clearly polluting influence of the Vistula tribu-
taries Kurdwka, Kadomka and Jeziorka.
The effect of heated waters discharge from the Kozienice
power plant on the Vistula water quality —
The evaluation of the heated water influence on the Vis-
tula water is based on comparing water quality observed upstre-
am and downstream from the heated water discharge point.
The research on the influence of heated waters discharge
from the Kozienioe power plant was conducted during the first
three years of the plant's work with a simultaneous and cons-
tant increase of the plant's capacity (fig.13).
In the first year of research the capacity of the plant
equalled from 200 to 870 MW (tabl.24j, with the exception of
January when the power plant was not working. In the second ye-
ar the lowest capacity during research was 560 MW, and the hig-
hest 1180 MW (tabl.25j. During this period only three times did
the power of the plant equal or exceed ,1000 MW. In the third ye-
ar, 1975, the capacity of the plant usually exceeded 1000 MW.
The highest capacity during the time of research equalled 1560
MW (tabl.26).
The intensity of the discharging of the heated water from
the power plant increased with the development of the plant's
capacity ( tabl.24,25,26J. In the first year it equalled, on the
days of research, from 4 to 23 nr/s, in the second year from 13
to 46 nr/s, and in the third from 19 to 58 nr/s.
The flow in Vistula calculated on the basis of the flow
rate for water gauge Dublin (393.4 km) was usually typical.
On the average, the river was most poor in water in 1973. The
intensity of flow in 1973 was between 201 and 875 nP/s (tabl.2^
in 1974 from 260 to 1126 m-Vs, and in 1975 from 250 to 1160nP/s
(tabl.26).
76
-------
I?
5,5
5,0
4,5
3.5-
3,0-
bO
g2.5
•P
3 2,0
o
a1-5-
CO
hO
filO
0,5
0
1973 1974 1975
fc V ." • •' —x—x- — — -
max.- — •— •
42B.5
371 301
1 2
426 430
34 4a
455
5
476
6
— I'-
504 509 km
7 89 station
Fig. 12. Changes of yearly organic nitrogen concentration
along Vistula river
77
-------
CO*
E
si
u.
1600
1500
1400
1300
1 200
1 100
1 000
900
800
700
600
500
£00
300
200
100
c
"3.
I
O.
O
O
Q.
O
O
Capacity
Flow
-f-
i ii in iv v vi vii vmix x xi xn i
|* _ 73
ii m iv v vi vnvmix x xi xn i n in iv
VnvmiXX
75
XI XH months
years
Jig.13. Flows of Vistula river and capacity of Kozienioe power plant in days
water quality measurement
-------
Table 24. The capacity of power plant Kozienice (NJ,
Vistula River flow above heated water dis-
charge (o) and in the discharge channel
during the time of water sampling
1973
Date
1.31
2.14
2.28
3.21
4.25
5.24
6.13
7.17
8.8
8.22
9.5
10.24
11.7
11.21
12.12
N MW
0
200
210
200
200
280
400
400
400
580
360
800
800
600
870
Q m3/s
205
500
835
510
525
290
757
660
588
260
195
203
201
223
237
QIV m3/s
0
4.10
4.13
4.51
7.44
12.2
14.3
17.0
15.9
20.7
12.2
20.7
20.4
20.1
23.2
i ^^f\"^ r&
W
-
0,8
0.5
0.9
1.4
4.2
1.9
2.6
2.7
8.0
6.2
10.2
10.2
9.0
9.8
79
-------
Table 25. The capacity of power plant Kozienice (NJ,
Vistula RLver flow above heated water dis-
charge (Q) and in the discharge channel
during the time of water sampling
1974
Date
1.3
1.16
2.6
2.21
3.6
4.3
5.7
6.5
6.26
7.10
8.7
9.4
9.18
10.8
11.14
12.4
N MW
800
900
560
760
800
700
920
760
1000
970
780
1180
900
900
1000
850
Q m3/s
420
270
450
672
450
284
335
1280
970
690
536
356
274
1100
927
733
0IV m3/s
20.0
24.3
14.3
16.6
13.0
26.0
26.6
20.9
25.8
28.3
24.5
46.3
27.3
37.0
26.5
20.2
°TV
-F*
4.8
9.0
3.2
2.5
2.9
9.1
7.9
1.6
2.6
4.1
4.6
13.0
10.0
3.4
2.8
2.7
80
-------
Table 26. The capacity of power plant Kozienice (N),
Vistula River flow above heated water dis-
charge (Q) and in the discharge channel
(Qjy) during the time of water sampling
1975
M«
1.7
1.21
2.4
3.11
4.23
5.13
6.3
6.17
7.8
8.19
9.16
10.7
10.21
11.14
12.2
N MW
1260
1200
1320
1330
1170
1320
1400
1140
1200
1380
1020
1080
1560
1100
1400
Q m3/s
1120
727
538
466
914
.661
576
702
788
434
370
284
466
310
329
QIV m3/s
25,8
19.1
25.9
22.3
44.0
31.2
31.7
30.4
44.2
52.5
42.7
41.7
58.3
19.9
26.9
Q *
2'.3
2.6
4.8
4.8
4.8
4.7
5.5
4.3
5.6
12.2
11.5
14.7
12.5
6.4
8.2
81
-------
In the first year of research the discharge of heated wa-
ters from the power plant Kozienice ranged from 0.5 to 10.2 %
of the Vistula flow, in the second year from 2.5 to 13.0 #,and
in the third from 2.3 to 4.7 # (tabl.24,25,26).
The temperature of the heated water discharged into the
channel ranged from 13.2 to 30 °C during sampling time. The dif-
ferences between temperature of heated water and sampled water
ranged from 5 to 20 °C. The highest differences were observed
in winter time (fig.14) .
The heated water discharged into the Vistula river down-
stream from the power plant affected the temperature by incre-
asing in from 0 °C to 6.0 °C in relation to the area upstream
from the power plant. The highest difference appeared in Decem-
ber, 1975 lfig.15) .
The concentration of dissolved oxygen in the Vistula river
upstream from the power plant was always high. In the period of
research the lowest oxygen concentration equalled 5.7 mg/1 0^.
Sometimes supersaturation occurred and reached 142 #. After pas-
sing through the cooling system the concentration of oxygen de-
creased, but sometimes an increase was also noted (fig.14) .
On the basis of obtained results it could be stated that the
higher the concentration of oxygen in inflowing water (station
no.3) the larger the decrease of the oxygen concentration. This
regularity as shown of fig. 16,17 , was observed in all years.
Similar conclusions can be drawn by evaluating the diffe-
rences between the oxygen concentrations by means of the sta-
tistical method .After pas sing thro ugh the cooling system the ave-
rage decrease of the oxygen amount (A) equalled:
1973 A - 1.07 - 0.6 mg/1 0£
1974 A - 1.16 - 0.68 mg/1 02
1975 A - 1.00 - 0.72 mg/1 02
At the same time the percentage of the oxygen saturation
increased, due to the increase in temperature. The observation
of the changes in oxygen concentration in given years during
the development of the plant did not show the existence of rela-
tions between the changes in oxygen concentration and the capa-
city of the power plant.
The differences in oxygen concentration downstream and up-
stream from the heated water discharge point were distinct but
not very high. Usually a decrease of oxygen concentration could
be observed, but sometimes also a slight increase was noticed.
82
-------
Mi m iv v vi'vnvrajxx.xi xn f iimiyvvivn vraix x x; xn i iriiiiy:.v vi.vnvmix.x xixu
*—:. . . :,1973^——-LJ- »J*———^1974' :————r—>l* ——1975— :; .—*•
1 • ':'.'' ' ' ;.":'.,,' :'.'••'.••'.•:• ' -.••'• ''".', ••'.'';.•,•'•.. ;.;. ;•"....'••:. i.- '•'-.•''•.-"'"'..• years •'•:
Fig. 14. The differences of water temperature and D.O. concentration
between station No IV and No 3 left bank
' i ii ra iv v vi vn vraix x xi xn i ii rii iv v vi vnvniix x xi xn i n m iv.' v vi vnvmix x xixn
•1973 •• ... -4«-———197^ ., ; »l" 1975: years "'
Fig. 15. The differences of water temperature and D.O. concentration
between station No 4 and No 3 left bank
83
-------
u
6 7 8 9 10 11 12 station No IV mg/1 02
Fig. 16. Changes of D.O. concentration after water
pass through cooling system, 1974
u-
13-
CM
o
12-
o
z
c 9
o
vt
6 7 8 9 10 11 12 13 U
Station No IV mg/l 02
Fig. 17. Changes of D.O. concentration after water
pass through cooling system, 1975
84
-------
The maximal decrease of oxygen concentration at station no. 4
(left bank) reached 2.4 mg/1 02 • The average yearly decrease was
very small and equalled:
1973 - 0.08 t 0.20 mg/1 0^
1974 - 0.08 - 0.17 mg/1 02
1975 - 0.33 ± 0.28 mg/1 02
Biochemical oxygen demand of Vistula water above the Kozie-
nice power plant station no .3, left bank ranged from 0.7 mg/1
02 to 10.0 mg/1 02. The highest BOD5 was noted in May (1973 and
1974) and in August (1975^. The maximal values for subsequent
years equalled 8.1; 10.0; 7.6 mg/1 02.
The changes of the BOD5 of water after passing through the
cooling system varied (fig.l8,19j. The BOD5 differences intake
water and discharged heated water ranged from minus 2 mg/1 02
to plus 4.4 mg/1
The BODp of Vistula water below the heated water discharge
point was from 1.1 to 9.7 mg/1 02. In general, the changes of.
BODj during all years were similar to those observed upstream
from the power plant. The differences between BOD^ at station
no. 4 and no. 3 (left bank) ranged from minus 2.4 to plus 2.1
mg/1 02 •
The ammonia concentration of Vistula water above the Kozie-
nice power plant was rather high. It ranged from 0.17 to 3.92
mg/1 N at the left bank. The same range of ammonia concentration
as in the heated water was observed in the Vistula water below
the power plant. The comparison of ammonia concentration at sta-
tion no .3 and no IVis shown in fig. 20.
It should be noted that the concentration of ammonia in the
Vistula water was very changeable, depending on the season (fig.
21J. The lowest concentration occurred in summer and the highest
in winter in the period of low water temperature. Especially high
concentrations occurred during the period when the surface wa-
ter of Vistula was frozen. When concentration of ammonia was low,
the heating of water has not caused any increase. At the same
time one could observe that at ammonia concentrations higher
than 2 mg/1 N the ammonia concentration downstream from the po-
wer plant decreased.
The concentration. of nitrites in the Vistula water above
the power plant was low, with minimal values equalling in the
period of research to 0.001 mg/1 N and maximal values to 0.090
mg/1 N. In water discharged from the cooling system of the plant
and in the Vistula water below the plant it was possible to
85
-------
Station No IV mg/l 02
Fig. 18. Changes of BOD5 after water pass through
cooling system, 1975
ID-
S'
en
c
£
"o
7
6-
5-
3
2
1
01 23 A 5 67 8 9 10 11
Station No IV mg/l 02
Fig. 19. Changes of BOD5 after water pass through
cooling system, 1974
86
-------
mg/i
Station No IV
Fig.20. Changes of ammonia concentration after
water pass through cooling system 1974
87
-------
4.0
13.0
oo
1.0
i n m iv v vi vnvmix x xi xn i n m iv v vi vnvmix x xi xn i n miv v vi vnvmix x xi xn months
+ 1973 ?—*« 1974 «« 1975 *• years
. 21. Monthly changes of ammonia concentration of Vistula River around Kozienice
-------
observe an increase of concentration of nitrites (fig.22), which
ranged from 0.002 to 0.134 tng/1 N. The differences between sta-
tions No .3 and No.4 ranged from minus 0.014 to plus 0.098 mg/1 N,
Downstream from the heated water discharge point the ni-
trite concentration ranged from 0.003 to 0.090 mg/1 N. The dif-
ferences in relation to station 3 were not so high and equalled
from minus 0.028 to plus 0.042 mg/1 N.
Other parameters of the water quality like color, turbidi-
ty, odor, pH, COD, nitrates, organic nitrogen, dry residue, phe-
nols and conductance did not undergo any visible changes under
the influence of heated waters.
The evaluation of the influence of thermal water discharge
on the quality of Vistula water based on the frequency of occu-
rance of the negative and positive differences of some parame-
ters between stations NO. 4 and No. 3 (tabl.2?J.
We can see that only some parameters show the tendency of
change the water quality. In most cases the water heating cau-
sed a decrease of DO concentration and an increase of nitrite
concentration. But the decrease of D.O. concentration was not
large in comparison with the water temperature increase, so the
water saturation increased sometimes in areas downstream from
the power plant. The BODj shows some tendency to decrease after
passing the cooling system, for other parameters the changes are
not one-directional, but it could be stated that they don't de-
monstrate the deterioration tfte Vis tula water quality downstream
from the thermal water discharge point.
The hydrothermal study showed the temperature stratifica-
tion in the cross-section ot the river. That is why the compa-
rison of the water quality at the left and right river bank may
give some information useful for the evaluation of the influence
of thermal water discharge on the water quality. Frequency of
occurance of the negative and positive differences between sta-
tion 4 1 and 4 r is shown below on tabl. 28.
From this table we can see that similarly to the compari-
son of stations No.4 1 and 3 1, the decrease of D.O. concentra-
tion in water of higher temperature was noticed. And in this
case not every time the decrease of D.O. concentration caused
the decrease of D.O. saturation. The increase of nitrite concen-
tration in the heated stream was very clearly determined in 1975
when the temperature difference was higher. Some decrease ten-
dency of organic nitrogen in the heated stream could be noticed
every year. The frequency of decrease was higher from year to
year, depending on the development of the power plant.
89
-------
0.090
0.080-
0,070
oT 0,060-
E
0,050-
0.040-
^ 0.030-
o
d 0,020
0.010-
4>
CQ
0.010
0.030
0.050
Q070 Q090 0,110 mg/l NNC,2
Station No IV
Fig.22. Changes of nitrites concentration after water
pass through cooling system
90
-------
VD
Table 27. -Frequency of negative and positive changes of water quality
parameters upstream and downstream from the power plant
(stations Ho. 4 1 - 3 l)
1973
n=l5
1974
n=16
1975
n=l5
D.O
+ -
4 10
5 10
4 9
D.O. %
+ -
9 6
6 7
10 3
BOD= COD NI
+ - + - +
69597
8 8 5,10 7
68747
13 N02 N03 XOIKf
- + - + - + -
7747887
8 12 3 3 11 6 10
5859678
where n-the number of measurements
-------
VD
Table 28. Frequency of negative and positive differences of the water
quality parameters at the left and right river bank of the
Vistula river (stations 4 1 - 4 r j
1973
n=lO
1974
D.O
+
0
3
D.O. %
+
935
957
BOD5
+
2 7
4 8
COD
+
3 7
5 7
NH3
•*•
2 7
5 6
N02
•f
4 6
6 6
H03 Nor,
+ - +
644
745
-
5
7
1975
3 8 10 275664. 5 82845 8
-------
The same can "be noted with nitrite concentration at the left
hank of the river.
In order to draw a more reliable conclusion on the effect
of the Kozienice power plant on the Vistula water quality we
took under the consideration the results of observation made
during the critical periods i.e. of high power production, low
river flow and high natural water temperature. Such situation
occurred" every year in August (tabl. 29).
These observations show a large D.O. concentration decre-
ase at station 4. The most evident decrease (1.9 mg/1^ was ob-
served in August, 1973. At that time the natural temperature
was lowest in relation to other years and the temperature in-
crease downstream from the power plant equalled 2.1 °C.
In 1974, when the natural water temperature was highest and the
temperature increase lowest (0.8 °C^, the D.O. concentration de-
crease was hardly observable.
The BOD* changes were similar. The decrease of BOD= was
influenced by parameters in the same way as D.O. Thus, The BODj
decrease amounted to 1.7 mg/1 in 1973 and to 0.3 mg/1 in 1974.
The nitrite concentration upstream from the power plant
Kozienice was in this case similar. Downstream from the power
plant it changed twice in plus and once in minus. The increase
of nitrite concentration was observed when a higher temperature
increase occurred.
The other tested water quality parameters such as ammonia,
nitrate and organic nitrogen did not show any significant chan-
ges caused by the heated water discharge from the power plant.
Summarizing, it can be ascertained that the effect of the
Kozienice power plant discharge on the water quality of the re-
ceiver is limited even during the critical period of the year,
to a little D.O. concentration decrease and a nitrite concentra-
tion increase. The same is demonstrated by the results of twen-
ty-four hour investigation carried out in April, 1975 at sta-
tions no.3 1, 4 1, IV and IVa (fig.23j, (Enclosure 100j.
The flow of water in the Vistula in that period was high:
1470 - 1590 nr/s . The capacity of the power plant equalled from
1200 to 1600 MW (fig.24).
The range and average results of the twenty-four hour phy-
sical and chemical investigation are shown in the tabl. 30.
93
-------
Table 29. The results of Vistula water investigation
close Kozienice power plant during the cri-
tical periods
Station
No
3
4
3
4
3
4
3
4
3
4
3
4
3
4
3
4
Parameters
Capacity MW
flow Q m /s
Temperature: °C
Temperature: °C
D.O. mg/1 02
D.O. mg/1 02
BODc mg/1 02
BOD^ mg/1 02
N02 mg/1 N
N02 mg/1 N
N03 mg/1 N
N03 mg/1 N
NH3 mg/1 N
NH3 mg/1 N
Nrt™ mg/1 N
^/ Jb JC •
N mg/1 N
O J? K *
COD mg/1 02
COD mg/1 02
8.22.73
580
285
18.7
20.8
9.9
8.0
8.1
6.4
0.029
0*037
0.77
0.87
0.34
0.42
1.39
1.42
26.9
27.0
8.7. 74
780
467
21.2
22.0
10.5
10.3
5.7
5.4
0.023
0.016
0.92
0.90
0.33
0.31
1.73
1.43
25.2
23.0
8.19.75
1380
391
20.4
22.6
12.2
10.8
7.6
6.8
0.025
0.027
0.95
1.02
0.36
0.34
1.46
1.42
30.9
26.6
94
-------
(st. No A-st. No 3)
(hours)
Fig.23. Changes of D.O. concentration In heated water
channel and in Vistula water downstream of Ko-
Blenioe Power plant, April 15-16, 197?
15
13
o
o
11
-------
Table 30. Range and average results of twenty-four hours investigation of Tistula river
April 15-16, 1975
S.ta-1 Temp .of water ' D.O
tion
No
3
IV
IVA
4
— 1
T--Q , ' jss^1
i
6.0,' 7.0
i
17, 6j 24.0
i
i
15.6122.2
i
i
6.6J 7,4
i
i
i ,
1
6.5 ,' 9.4,'10.3
i i
i i
19.5 ! 8.8J10.2
i i
i i
18.5 ! 8, 6 ,'10.1
i i
6.9! 9.2J10.4
i i
i i
i i
10.0
9.5
9.5
9,9
D.O
min" [max",1" aver
r —
77
94
89
75
85
119
105
85
81
102
100
81
1
BOD* ! NOo
1,9
1,5
1.6
2.1
i
i
_5S/i !_ _ rag/1
max J aver]~min~[jnaxY"j'avef ~
*"
5.3
5.0
5,4
T C3
r
1
i 1 1 f
> ! !
3.2 !0. 002 ,'0. 017 ,'0.008
i i i
i i i
2. 8 !0, 002 !0. 022J 0.011
1 1 1
1 t 1
2.8i'o,005!o.022i'o.011
i ii
i i i
3. 4 !o, 002I0.013! 0.008
i i r
« i i
—. J [ L
i — --t
NTT- 1
an3 i
--,— K/l__...l
min i max "aver"
^— t— =|— -|
i i i
• i i
0.16JO,64!0,46;
i ' '
O.Q5!0,64J0.42J
• i t
0,10,' 0,76,' 0.46.'
i i i
' i i
0,05!0,86!0,48!
lit
; « i
. ' i i
-------
As it should be expected, the largest difference of the
temperature was "between heated water in channel (station no.I"V/
and Vistula water upstream from the power plant (station 3}.
On the average it equalled to 13.0 °C. The largest differences
of average results of chemical determination were also between
the same two stations.' Some decrease of D.O. was observed, as
well as of BOD5, NH-j, concentrations, and an increase of N0£
concentration in the heated water.
The high level of the Vistula water flow during the inves-
tigation caused a very small increase of water temperature down-
stream from the water discharge point, in spite of high capacity
of the power plant. Thus, a decrease of oxygen concentration in
the Vistula river downstream from the power plant was low.
The differences between other parameters were also not essential,
97
-------
Mathematical Model of Water Quality Changes under the
Influence of Thermal Water Discharge
Introduction
The main purpose of this discussion is to find the basic
relations between heated waters discharge and the change of the
water quality at the longitudinal and cross-sections downstream
from the power plant Kozienice. Two mathematical models were
proposed. The first is shown below in a general form:
yi = f^X-pX^X-j) (1)
where: y^ = OC., concentration difference of the i-th substance
between the stations upstream and downstream from
the power plant, or = C± concentration difference
of the i-th substance between the left and right ri-
ver bank downstream from the discharge point,
i = 1,2, ......... 6
x.. = q/Q the ratio of heated waters discharge to the flow
rate in the vicinity of the power plant,
= an increase of the water temperature below the
power plant in relation to the waters upstream from
the power plant
x_ = T-, = water temperature upstream from the power plant,
After thoroughly analyzing the parameters influencing the change
of water quality, it was decided to examine another model charac-
terized by the following parameters:
where: x^,X2,x-j as above
X4 = ^3i = averaSe concentration of the i-th substance
upstream, or
x. * Q • C-ji load of the i-th substance upstream from the
power plant.
The work has been divided into two parts. The first was devoted
to an attempt at defining the character of functions 1 and 2
for each of the six water quality parameters. The second dealt
with the approximation of functions for three and four variables,
98
-------
The realization of the first group of tests was based on compu-
ter programs prepared in FORTRAN ": AFROX - 3 , FUNCT - 3.
Input data. The input data have been obtained from the mea-
surements at two cross-sections of Vistula, upstream and down-
stream from the power plant. At three points of each cross-sec-
tion the following parameters were measured: BOD5, dissolved
oxygen, ammonia, nitrates, nitrites and organic nitrogen, as
well as water temperature. There were six measurements. The flow
rate was calculated by means of rating curves. The data showing
the capacity of the power plant and the rate of the thermal wa-
ter discharge during the days of the water quality testing were
collected as well.
Preliminary assumptions. It has been determined that the
stream of heated water reaches the area downstream from the po-
wer plant at the left river bank. Therefore, it was assumed that
an essential influence of the temperature on the change of the
water quality parameters can occur only at the left river bank.
An already calculated measurement was adopted as an average con-
centration value at the cross-section in all cases when the re-
maining two measurraents were missing. It has been decided that
the final form of functions (1) and (2) will be as follows:
AC, = f-,., (q/Q) + f~,(AT.)+ f^d-J
1 II £.2. **• J1 J
+ g2i(AT4)+ g3i(T3) Mb)
and;
Aci s fii«l/Q)-K?2i(Aay +f3i(T3)+f4i(:x4) (2al
g1 ± ( <1/Q ) +g21 1 AT4) +g3i ( T3) +g4i ( x4) ( 2b
C) C-L =
The character of the partial functions f. . and g. ., was determi-
ned on the basis of analyzed relations between ''ACj or <5"Cj
and each of the independent variables.
The calculation procedure
Relation between the concentration change at the cross-sectional
areas downstream and upstream from the power plant Kozlenice and
the factors characterizing the influence of the heated waters
discharge. This problem was solved in three stages.
1. Selection of factors which have an essential effect on the
change of water quality. It was determined that the following
factors influence the water quality downstream from the power
99
-------
plant: capacity (N) of the power plant, flow rate (Q) , the rate
(q) of the heated water discharge, temperature (T-J in the cross
sectional area upstream and the temperature (T.) downstream
from the power plant. The. computer program FIJNCT - 3 was used
in approximating the following relations:
c± , AC
± - f± (N) (3)
£ ± ( Q ) (4)
f± (T3) (5)
f± (T4) (6)
f± (AT4) (7)
6 C±, AC± = f± (q/Q) (8)
for the determination of the character of partial function the
procedure FUNCT - 3 was used, which for each relation (3) - ( Q)
evaluates seven basic functions:
y = ax + h (9)
y = a/x+ b (10)
y = 1/(ax+b) (11)
y = x/(ax+b) (12)
y = a log(x)+ b (13)
y = bxa (14)
y = b exp(ax) (15)
2. Then an appropriate type of partial function is chosen.
For each function (9) -(15) an approximation of relations between
water quality parameters and factors characterizing the influen-
ce of thermal water discharge (3) - (8) is made. The coefficients
of regression and linear correlation were calculated. The analy-
sis of correlation coefficients allowed for the choice of the
most proper function. The correlation coefficients and coeffi-
cients of linear regression were calculated with the help of the
FUNCT - 3 program.
100
-------
The algorithm of that program is as follows:
a Choice of function character — in this case one of the seven
functions (9) - (15)
b Conducting the function to a general linear form: if the ge-
neral form of the relation can be:
Y*V . T5
= AX + B
then for y:
y = a/x +b ; Y = y ; X = 1/x ; A = a j B = b
y = 1/ (ax+b) ; Y = 1/y ; X = x ; A = a ; B = b
y = x/ (ax+b) ; Y = 1/y ; X = 1/x ; A = b ; B = a
y = a log(xH-b; Y = y ; X = log x ; A = a ; B = b
y = bxa ; Y = log y; X = log x ; A = a ; B = log b
y = b exp (ax) ; Y = Iny ;X=x ; A = a ; B = lib
c Calculation of regression coefficients for each of functions
(9) - (15) :
NPOM
(16)
B = Y - AX (1?)
and linear correlation coefficients:
NPOM
[±- X) - (Y± - Y)
(181
HPOfi 5 i/I
£ ^-x)2 -V
101
-------
where: _
X = average value of the transformed independent varia-
bles,
Y. = average value of the dependent variables,
NPOM = number of measurements,
K, 1»2,3 ........ 6 - the number of variable according
to functions (3-8)
1, 1,2,3 ........ 7 - the number of regression function
(9 - 15)
The calculated correlation coefficients have been presented as
follows:
?27
max
max
max
max
<^ = max
max
The choice of appropriate partial functions was based on fin-
ding in a given row of the ^KI' matrix a maximal value of cor-
relation coefficient. The numoer of index corresponds to the
number of assumed function (9) 415) . Because of very small dif-
ferences (3) -(8) between the correlation coefficients for linear
function ? JQ and all the remaining coefficients, it was finally
decided thax partial functions are of linear character. The de-
termination of which relations (3) -(8) will be included in the
first model and which in the second was done by comparing maxi-
mal correlation coefficients and by choosing the three largest
consecutive coefficients. This condition was met by the follo-
wing functions:
*±<4/Q)f *±(AT4) , f±(T3)
The following final form was thus proposed for model 1:
- a
oi
and for model 2:
a21AT4
a3iT3
b3iT3
b4ix4
(20)
102
-------
The calculation of coefficients of regression surface for
functions of many variables —
Approximations of the functions indicated by the formula
119) and (20) are obtained by the help of the APROX-3 computer
program. The algorithm of this program is as follows:
1) Calculation of terms of correlation matrix
TI = «?ik) (21)
where:
correlation coefficient Q ik is calculated from the for-
mula: )
NPOM
(xki-Xi) Mxk.- i )
NPOM • d(x±) • d(xj
,22}
2) The formulation on the basis of correlation matrix and ave
rage deviation of the variance -co variance matrix
;23)
where :
124)
NPOM
3) Coefficients of regression are calculated
i
(25)
103
-------
bon s /UIT >* (26)
where : *
P.. - minor value of the matrix T3T
- average value
i - 1,2,3 or i = 1,2,
n - the number of a consecutive parameter of water
quality
The determination of relation between the increase of
concentration at cross-section —
The general form of this relation has been formulated abo
ve (19) and (20). The algorithm of calculations is shown in po
int 2, and calculations were realized with the help of the
APBOX-3 and FUNCT-3 computer programs.
The value gC is calculated from:
ic = C41L- C4± (27)
where:
C. JT - concentration of the i-th substance at the left
river bank below the power plant
- concentration of the i-th substance at the right
river bank above the power plant
The determination of relations between the increase of
concentration at longitudinal section and the discharge
of heated waters —
The outline of calculations was presented in the part devo-
ted to the algorithm of the FUNCT-3 program. The value AC± used
in approximating the function was calculated from:
AC± = &„ - CA41 (23)
104
-------
where:
= average concentration value of the i-th substance
upstream from the power plant
= average concentration value of the i-th substance
downstream from the power plant
The values of regression coefficients calculated by means
of the APROX-3 program are given in table 31.
Table 31. Regression coefficients for model 2
Regres- D Q
sion coef- *
ficient
bQ -3.601
b1 0.117
b2 -0 .021
b3 0.00001
b4 -0.216
BOD5
0.462
0.029
-0 .052
0.0001
0.222
Ammonia
0.503
-0 .003
-0 .003
-0.0001
0.017
Nitrite
0.062
-0.001
-0 .0008
0.0002
0.0095
Nitrate
0.014
0 .0207
-0.0019
*0 .0004
-0.0095
Organic
nitrogen
0.526
0.0162
-0.0007
0.0006
-0.1553
Conclusion
The analysis of relations between the changes in concentra-
tion of given parameters of water quality and factors characte-
rizing the influence of heated waters has shown that these rela-
tions are weak. In tabl. 32 we can see variance coefficients for
different parameters of water quality and types of mathematical
models, (V) .
NPOM
- y)
AC,
(29)
The calculated coefficients are characterized, first of all, by
the degree of reality in representing the relations by a propo-
sed mathematical model. In the case when variance coefficient
equals zero we can assume that the proposed model represents the
105
-------
Table 32. Coefficients of variance
Coefficients
of variance
. ,
Oxygen
BOD5
'
Ammonia
Nitrites
Nitrates
Organic Nitrogen
For C±
i- ______
for three
variables
functions
L .
1.986
6,982
90,000
1
3.000
8,043
9,091
r
for four variables
function fourth
..variable
load
•----™-.---
1.724
5,236
80.002
2.598
8.740
22.434
ooncentrat.
*
2,760
5.462
80.007
i
2.315
8.266
22.966
1
For Cj
for three
variables
functions
f.--— -------
1.400
3.791
5.000
.
6,536
:.
for four variables
function fourth
variable
load
1.397
L... —
2.548
5.386
L -
7.541
13.460
concentrat.
1.929
L-: .
2.971
6^042
5.947
15,740
-------
reality ideally. In our case the comparison of variance coeffi-
cients for a given parameter of water quality has helped in de-
termining which model is the best.
On the "basis of calculated variance coefficients it can "be
stated that for BOD5 parameters, for dissolved oxygen and nitri-
tes the correlation between the obtained results is average. For
water quality parameters such as nitrates, organic nitrogen and
ammonia it was observed that correlations in the described mo-
dels are weak. It is also worth marking that in the case of four
variable function in which the fourth is the load of the subs-
tance, upstream from the power plant the variance coefficient
decreases.
Thus it seems that the proposed mathematical model 2 cha-
racterizes better the occurring phenomena than model 1 . The final
form of the model 2 can be written as follows:
AT4i+ *" b* C' Q I30)
under the condition that it is applied only for such parameters
as the changes in BOD= and the changes in concentration of dis-
solved oxygen and nitrites.
The analysis of regression coefficients shown in tabl.31 shows
that the model given in the formula 30 has the character of mean
deviation function i.e. even with large changes in the three va-
riables q/Q, AT^ and T3 the changes of y. are small. Only in the
case of changes of the fourth variable Co±» Q the value of y± is
very sensitive. The comparison of regression coefficients for
the model referring to oxygen shows that the changes in the amo-
unt of oxygen depend on the value of q/Q, on the temperature AT^
and, in a smaller degree, on the temperature upstream from the
power plant T3« In the case of BOD- the above comments are iden-
tical, with tnis difference that tne changes in BOD5 depend also
on the load of organic compounds upstream from the power plant.
The analysis of regression coefficients for the model describing
the changes in nitrite concentrations shows that the increase in
concentration depends, first of all, on the increase of tempera-
ture .
It can be assumed then, that the given model satisfactorily
presents the physical and chemical conditions caused by the ther-
mal water discharge, which influences the water quality.
107
-------
THE EFFECT OF TEMPERATURE ON THE SIZE DISTRIBUTION
OF SUSPENDED PARTICLES IN WATER
Introduction
Downstream from the heated water discharge point from the
Kozienice power plant the Vistula river is used as a source of
water supply. One of its more important users is the Warsaw mu-
nicipal water works. Because of the use of filtration methods
agglomeration of particles suspended in the intaken water is es-
sential. Hence the problem how the heated water from the Kozie-
nice power plant can affect agglomeration of particles suspended
in the Vistula water.
Investigation of this problem was carried out in two ways:
in the natural river habitat and in the laboratory. In the first
ease observations were made in the area of the heated water dis-
charge station 3, 4, 4a, IV ; in the other-samples of the Vis-
tula water which were being kept for a given period of time at
a given temperature were analyzed.
Research on the size distribution of suspended particles
was carried out by means of the Coulter Counter.
Up to now the Coulter Counter has been widely used in such
fields of science as biology and geology 32, 33, 34 , whereas
in water investigation it has been mainly applied in oceanogra-
phy. The published works making use of the Coulter Counter dealt
with such problems as determining the size distribution of sus-
pended particles in surface water, depending on the distance
from the shore and the depth of water reservoirs, and on the wa-
ter current distribution 35, 36, 37, 38 .
In the accessible bibliography no publication on the effect
of water temperature on the size distribution of suspended par-
ticles has been found.
Materials and methods
The principle of the measurement of suspended particles
by means of the Coulter Counter —
The Coulter Counter, Model B, Coulter Electronics Inc.,
Hlaleah, Florida, USA, was used in this research.
The Coulter Counter is an electronic device measuring the
size and the number of particles suspended in an electrolyte by
means of the conductance method. Its diagram is shown on fig.25.
108
-------
1 —Aperture tube
2 - Aperture
7-Start
8 - Stop
3-Electrolyte (sample) S10- Elektrodes
4 - Vacuum regulator 11 - DC source
5 —Vacuum pump 12—Main amplifier
5—Mercury manometer
13 —Threshold circuit discriminator
U-Pulse amplifier
15-Counter driver
16-Digital register
17- Scop«
Fig.25. Schematic diagram of Coulter Counter
-------
Two electrodes 9 and 10 placed in electrolyte 3 are sepa-
rated from each other by an aperture tube 1, with an aperture 2
in its lower part. There is a current of constant voltage bet-
ween the electrodes. By means of a pump the electrolyte is made
to flow through the aperture. When a suspended particle appears
in the aperture, resistance between the electrodes changes,which
results in an impulse - a short-lasting change in the voltage of
the system. The amplitude of an impulse is proportionate to the
size of a particle. After passing the main amplifier 12 the im-
pulse passes to threshold circuit (discriminator) 13, which sen-
ds only the impulses of a given amplitude to the counter. On re-
peating the analysis of the same sample at different levels of
discrimination we obtain a curve of distribution of given sus-
pended particles.
The vacuum system is supplied with a mercury manometer,
which allows for a constant flow of a given volume of the ana-
lysed sample (50, 500 or 2000 microliters) through the apertu-
re.
Calibration of the instrument is done by means of mono »-
sized particles placed in electrolyte. Plastic spheres or pol-
len of appropriate plants are used here. The electrolyte should
now be the same as the one used for testing a sample. The par-
ticles whose diameter equals to 5 - 20 percent of the aperture
diameter are best for calibration. The calibration constant k
is computed from the formula:
I • A • tL
where: ~
V - volume of calibrating material, yunr
I - aperture current setting
A - amplifier setting
t-r- lower threshold setting
This calibration constant is valid as long as no changes
are made except in I, A, and tL. Any given combination of dial
settings will represent a specific particle volume and may be
determined by the formula:
110
-------
The particle diameter d equivalent to a sphere volume is cal-
culated from the formula:
3
d = 1 .241
Accurate results of particle measurement by the Coulter
Counter can "be only obtained when particles pass through the
aperture one by one. However, it was proved that multiple pas-
sages are inevitable. The most frequent of coincident passages
are double ones. And that is why they were taken into account
in the final adjustment of measurement results.
Such coincident passages of the suspended particles analy-
zed with the Coulter Counter make the result of the counting
too low. They also cause some displacement of the size distri-
bution curve; this means that the impulses which have been coun-
ted are below a given threshold setting.
Because of the coincident passages some correction is ne-
cessary to introduce to the obtained results. Coincidence cor-
rection factor is calculated as follows:
P " MOO
s
where:
D = aperture diameter in Aim
v = counted sample volume in Aim
Hence the coincidence correction n1 is counted and added to the
average results taken from the counter n*:
In practice, in order to retain an overall accuracy of re-
sults (about 1 %lt the coincidence corrections should be about
10 %. Therefore, an optimal number of particles in a sample of
a given volume and for a given aperture diameter has been de-
termined by testing.
111
-------
Procedure
The samples of water from Vistula were fixed by a 4 % so-
lution of sublimate added in quantities of 2 cm3 /I and stored
for 24 hours at room temperature.
All solutions of reagents added to a tested sample were
first filtered through a membrane filter (procedure repeated
twice/.
Before the commencement of the analysis the thoroughly mi-
xed samples were filtered through a plankton net no .25 net mesh
(diameter ca.55/umj applying a vacuum water pump. Thus that sus-
pension whose aiae exceeded the required size for used aperture
(100 /urn) was removed.
After filtering the samples for laboratory investigation
they were put in beakers and placed in thermostats regulated
for temperatures of 5, 10, 20, 32°C. Two tests were conducted:
one for samples kept in thermostat for 15 min. and the other
kept there for 5 hours.
Immediately before counting the particles such an amount
of a 25 % solution of sodium chloride was added as to give a
concentration of electrolyte in the sample of 1 %.
The measurements of suspension by means of the Coulter
Counter was made according to the instructions provided by its
producers (39). The apparatus was calibrated with polystyrene
particles of 18.04 /urn diameter with the following parameters:
1=1
A = 2
The calibration constant thus calculated equalled k = 58.7
The sample volume, programmed with a mercury manometer
equalled to 500 yul. This, at aperture diameter of 100 /am gave
a coincidence constant "p" of 2.5.
The precision of the applied method is given in enclosure
112
-------
Results
The results of measurements are given in Enclosures 101 -
109 and they contain the following data:
- number of suspended particles in 500 /ul of a sample
n' = average from 3 reading
n = n» after including the coincidence correction
(v.Materials and Methods).
- extremal size of given distributions of counted particles:
V = particle volume in /unf* (v.Materials and Me-
thods ) '
d = particle diameter calculated from particle
volume in /urn.
- weigh percentage of particles, grouped above a given boundary
of size calculated on the basis of results n, V
Wt = Z(An) 7
where:
An = difference in the amount of particles in consecu-
tive pairs of results.
V = average particles size in a given distribution
Example of calculation:
n
0
1
5
21
197
V
1 88000
94000
47000
23500
11750
An
1
4
16
176
V
141000
70500
35250
17625
(An)V
141X103
287 fl
564 "
3108 "
S(An)V
141
423
987
4095
Wt %
3.4
10.3
24.1
100
A set of all enclosures included in a separate part of the
work entitled the Suplement to "Studies on the Effects of Heated
Waters Discharged from the Kozienice Power Plant on the physico-
chemical processes in the Vistula River and on the Water Quality."
Research Grand No. PR-05-532-5. Basic Data. Warsaw,Poland 1976.
113
-------
Discussion
Influence of the heated water discharge on the suspended
particles in the Vistula river —
The research on the influence of heated water discharge
from the Kozienice power plant on the size distribution of sus-
pended particles in Vistula was conducted at temperatures diffe-
rences of water upstream and downstream from the power plant,
equalling from 1.6 to 6.0 °C (tabl. 33). The difference between
the right and left river bank below the power plant also reached
6 °C. On the other hand, the heating of water in the power plant
reached 18.1 OC in relation to intake water from the river.
The spectrum of suspended particles obtained on the basis
of the results embraced particles of volume greater than 18 /urn-;
or of a 3.3 Aim diameter.
The total amount of particles in suspension, depending on
a sample, was between 11 and 83 thousand in 0.5 cnr of water.
Particles of volume exceeding 18784 /unP (33 yum diameter) eit-
her did not occur at all, or occurred 'much less often than par-
ticles of smaller size.
The differences between the total amounts of particles in
samples from stations influenced by heated water (4 1, 4al, IV)
and from stations not influenced by heated water ( 3 1, 4 rj had
either a positive or negative sign (tahl.34, 35, 36). Absolute
values of these differences do not depend on temperature.
It can be noticed, though, that there is a certain regula-
rity of changes of total amount of suspended particles in rela-
tion to seasons. From October on there is a clear decrease of
the amount of particles at all stations. This decrease exceeded
50 % of all particles observed in summer months. This points to
a considerable influence of water organisms on the" amount of su-
spension in the Vistula, which was proved recently by biological
research.
The difference between parallel results for stations influ-
enced by heated water and not influenced by it (4 1 - 3 l;4al -
3 1; 4 1 - 4 m; 4 1 - 4 r; IV - 3 l), on the basis of the Stu-
dent test at changeability level of 5 % should be considered
as unessential.
A comparison of the number of particles in the Vistula wa-
ter in periods of highest temperature differences between hea-
ted and unheated water was done (between stations No 4 1 - 3 1;
4 1 - 4 T) i.e. in 9.1, 10.21, 11.11 and 12.2 1975. The incre-
ase of temperature exceeded 4 °c.
114
-------
Tat>le 33. Temperature of Vistula water during the sampling
Date
7.23.75
8.21.75
9.1. 75
9.10.75
9.16.75
10.7. 75
10.21.75
11.11.75
12.3. 75
r 3 1
21,0
20,4
18.0
16.4
16,4
12,8
9,6
5,0
1,4
T e m p_ e D
S t a t 3
4 1
22,6
22,6
22,6
19,4
18.8
14.0
13,8
9,4
7,4
? a t u r i
- 0 £L S
4 r
*•
17.0
13,0
9,8
5.2
1.4
3 GC
.21.8
22.2
21.2
18.8
18,7
13,4
12.2
7.2
4.2
IV
_ '
24,2
21.4
20.5
17.2
19.5
J Differe
I S t a
•41-31
1.6
2.2
4.6
3.0
2,4
1,2
4,2
4.4
6.0
nee tern
t i. o a
) IV -3 1
^
7.8
8.6
10,9
12.2
18.1
£• °c -j
s
j 4 1 - 4r
r *• —
-
-
-
-
1,8
1.0
4,0
4,2
6,0
VJI
-------
Table 34. Changes of total number of suspended solid ^5.2 - 33 yum]
along the Vistula river
-1
Date
7.23.75
8.21.75
9.1. 75
9.10.75
9.16.75
10.7.75
10.21.75
11.11.75
12.3. 75
» Stations J . Difference .
! 3 1
r 1
33879
83239
45717
52625
36242
14388
10748
12311
15294
4 1
1
40349
11057
57050
41861
36981
16240
17201
.
11273
-
21140
4al
40312
23032
60757
36775
42571
15941
16754
14243
14463
41-31
+ 6470
-72182
+11333
-10764
+ 739
+ 1852
+ 6453
- 1038
+ 5846
4al - 3 1
+ 6433
-60207
+15040
-15850
+ 6329
+ 1553
+ 6006
+ 1932 .
- 831
-------
Table 35. Changes of total number of suspended solid (5.2 - 33 /urn)
across the Vistula river
Date
_ ~ 1
9. 16.75
10.7. 75
10.21.75
11.11.75
3.12.75
r_ - — _,-_____
St
4 1
„_
36981
16240
17201
11273
21140
ations
4 m
---._-.__--
33094
8582
12578
13959
17577
i
i
,..-.*.?...,
r ---w----^
34205
11631
17875
13282
^
14235
Differenc
4 1 - 4 m
..-__> ___.__(
+ 3887
+ 7658
-f 4623
- 2722
+ 3563
e j
4 1 - 4r
p. ----.-.- ^-^^
+ 2776
-i- 4609
- 674
- 2009
+ 6905
-------
Table 36. Changes of total number of suspended solid
5.2 -33 /urn in Vistula water after pas-
sing through cooling system
Date
9.
10.
10.
11.
12.
16.
7.
21.
:11.
3.
75
75
75
75
75
S t a t
3 1
36242
14388
10748
12311
15294
ions
IV
30165
22996
15730
22102
13958
Difference
IV - 3 1
- 6077
+ 8608
+ 4982
+ 9791
- 1336
The curves of percentage of particles of a given size in sam-
ples from stations 3 1, 4 1, and 4al had similar shape. Only in
two cases were the curves closely adjacent to each other (Fig.
26, 27^ . In the two remaining cases we could observe a certain
dislocation of the curves in relation to each other (Pig.28,29) .
Clear differences in relation to the curve for station upstream
from the power plant were marked in curves for water in the dis-
charge channel and for water at station 4a. Taking into conside-
ration that the curve for water in the discharge channel was pla-
ced interchangeably higher or lower in relation to the curve for
station 3, it should be supposed that the temperature was not
the only decisive factor shaping the spectrum of suspension.
In the case of curves for stations 3 and 4 (Fig.28, 29) we
can notice a larger or smaller displacement of the curve scale
for stations being under a direct influence of heated water.
This dislocation is especially clearly seen on Fig. 28 and po-
ints to a decrease of dispersion of suspension in" heated water.
Thus, at station 4 1 suspended particles of diameter exceeding
10 yum constituted 47 #, and particles of a diameter exceeding
20 yum 12 #, while at station 3 1 the amount of particles of
analogous sizes was 39 % and 8 %.
118
-------
=i20-
E
o
15 10
* 9
o 8
& 7
CL A
O
5
4
At = 4.6 °C
st. No 3 I
st. No 4 t
st. No Ao. 1
10 20 30 40 50 60 70 80 90 100
Wt. percent
Fig.26. Size distribution of particles suspended
in Vistula water 9.1.1975
30-
^20-
-------
30
20
.4-*
-------
Influence of temperature on the suspension in water —
The results of laboratory tests gave a spectrum of suspen-
sion in water covering also particles larger than 18784 /unK.
The general number of particles in suspension could be estima-
ted as several thousand in 0.5 ml of water.
Fifteen minute test — The fifteen minute test was conduc-
ted twice with two different samples of surface water. Three
samples of the same type of water were incubated. The measure-
ment of suspension was done separately for each sample { enclo-
sures 110 - 11?J. Averages from the total number of counted par-
ticles are given in tabl. 37.
Table 37. Fifteen minutes test: average of total number
of particles
Sample No 5 °C 10 °C 20 °C 32 °C
1 25826 49032 50190 50848
2 68439 53192 49969 62861
Starting with the number of particles in the temperature
of 20°C in both cases, a certain increase in the amount of par-
ticles was noticed when temperature was increased. A decrease
of temperature caused a decrease in the amount of particles in
one case, and an increase in that amount the other.
The analysis of the size distribution of incubated parti-
cles (15 min. test^ has not shown any decided influence of wa-
ter temperature on suspension.
Five-hour test — The five-hour test was conducted six ti-
mes with six different samples of water. Two samples were tes-
ted in three parallel repetitions (samples 5 and 6). The measu-
rement of suspension was done separately for each sample (enclo-
sures 118 - 130). Total number of particles are given in tabl.38,
121
-------
Table 38. Five hours test: total number of particles
Sample No 5 °C
1 80414
2 79659
3 35602
4 47165
5 x 56109
6 x 42523
10 °C
43363
37419
44652
33056
59241
39108
20 °C
55371
36140
20877
49521
46209
40561
32 °C
-
39024
43532
33947
43218
27379
averages from 3 measurements
Starting with, the number of particles in 20 °C it can be
noticed that in most cases the total number of particles incre«
ased when the temperature decreased down to 5 °C: only in one
case did the amount of particles decrease, which, however, did
not exceed the boundary of error of measurement. When tempera-
ture increased, the total amount of particles showed a tendency
to decrease.
The influence of temperature on the size distribution of
particles in water is illustrated by curves of weight percenta-
ge of particles above a certain sie.e ( fig.30, 31J. On these
curves it shown that an increase in temperature caused a decre-
ase of number of particles larger size
above 10 Aim constituted percent :
temp. 5 °C
temp.10 °C
temp.20~°C
temp .32 °C
Particles of a diameter
72-80
65 - 75
50 - 69
30 - 35
The results of research conducted on the influence of tem-
perature on the amount and size distribution of suspension par-
122
-------
30-
v»v
20-j
-------
tides by means of the Coulter counter have shown what follows:
In the period of research the total, amount of particles of
a 3.3 - 33.0 /urn diametrin Vistula river equalled from 11 to 80
thousand in 0.5 cnr of water.
The heating of Vistula water by the Kozienice power plant
did not influence unequivocally the total amount of particles in a
given sample of water. The differences in the amount of parti-
cles in water downstream and upstream from the power plant equ-
alled from -72.000 to +11.000. Most often the increase of suspen-
sion amount was noticed in the heated area of the river.
A high decrease more than 40 % of the amount of particles
in autumn and winter was noticed in relation to summer, and it
was caused by a considerable influence of water organisms.
The analysis of percentage of particles above a given size
in samples of heated and unheated water did not point to unequivo-
cal differences. In some cases we could notice a tendency of in-
creasing the number of larger particles in heated water.
The results of laboratory tests have also not shown a defi-
nite dependence of the size distribution of particles on tempe-
rature. In some cases one could observe a decrease in the amount
of larger particles in higher temperatures.
Conducted tests have confirmed the usefulness of the Coul-
ter Counter in the research on the water suspension. At the same
time it should be stated that the methodology of this type of
tests requires certain improvement especially in the field of
preservation and storage the water samples.
THE INFLUENCE OF TEMPERATURE ON THE BIOCHEMICAL PROCESSES
OCCURRING IN THE VISTULA RIVER
The aim of the investigation was learn the biochemical
changes and the changes in the water quality resulting from
them in extreme temperatures, which could not be observed in
field investigations on the influence of the heated water from
the Kozienice power plant on the quality of water in Vistula.
Materials and methodology
The laboratory investigations on the biochemical processes
in relation to temperature were conducted in the wide range of
temperatures from 4 to 40 °C.
124
-------
A sample of Vistula water, after homogenizing and preparing
in appropriate temperature, was placed in a series of bottles of
oa. 300 cnP capacity and tightly stoppered, without leaving a
single "bubble of air under the stopper. In the case when in tes-
ted temperature the oxygen saturation was greater than 100 #,
the excess of oxygen was removed. The bottles were then placed
in thermostats in which temperatures were kept a few degrees
apart, within the range from 4 to 40°C, during five 24-hour pe-
riods or longer. In these samples at the beginning and then eve-
ry day the following parameters were checked and marked: dissol-
ved oxygen, ammonia, nitrites,nitrates,organic nitrogen and pH.
Consecutive measurements were done by methods described on page
60.
Research results
Oxygen processes —
Several series of tests on the changes in the oxygen amount
in Vistula as caused by occurring biochemical processes of decom-
position of various organic compounds at different temperatures
were conducted. The results show that a decrease of oxygen con-
centration in water due to the processes of biochemical decom-
position of organic substances was very clearly dependent on
temperature. Several measurements were done which, in spite of
a fairly large irregularity can enable us to see the character
of the process. It is illustrated on figure 32, showing oxygen
consumption and on figure 33 showing changes of BODj of the Vis-
tula river. At 4 °C biochemical processes practically stopped;
at 10 °C oxygen consumption was also small and during the next
five days it did not decrease below 4 mg/1 Oo. At 20 °C this li-
mit was exceeded in three days. At 30 °C in four days the water
was practically deoxidized. Within the range of temperatures up
to 30 ° an increase of temperature was accompanied by increase
of oxygen consumption. In 40 °C oxygen consumption decreased
again. It can be explained by a slow-down of microbial activity
which is responsible for biochemical decomposition of organic
substances and a decrease of oxygen intake.
The results show that the rate of oxygen consumption in wa-
ter which depends on biochemical processes is variable and depen-
dent on the quantity and quality of polluting substances and al-
so on water micro-organisms; it varies among different samples
of water taken from different places of the river and at diffe-
rent times.
125
-------
9-
8
7-
6
mg/1 02
1 2 3 /, 5 days
Fig. 32. Decrease of D.O. concentration in water
in various temperatures, June 1974
BOD5 mg/1
fig* 33. Changes of BOD^ of Vistula water in
various temperatures mean values from
5 measurements| 1974
126
-------
Nitrification -
Several measurements of nitrification processes in Vistula
were done.During Investigations of the effect of temperature on
changes of ammonia concentration two cases were observed: the
first for ammonia concentration within the range of several rag/1
and the second for concentrations within the range of hundredths
of mg/1. In the first case (fig.34J a considerable decrease of
ammonia concentration occurred. Dependence on temperature was
clearly marked. The lowest decrease occurred at the temperature
of 4 °C, and the highest at the temperature of 20 °C when the
ammonia concentration decreased down from 2.6 to 0.3 mg/1 N.
At the temperature of 30 °C the speed of ammonia oxidation was
subject to a repeated decrease, and at 40 °C the process was
again as slight as at 4 °C.
The obtained results prove that the nitrification process is
clearly dependent on temperature.
The initial concentration of nitrites in the tested water
was always small, below 0.1 mg/1 N. The changes in the nitrite
concentration were largely dependent on temperature (fig.35,
tabl.39j. At low temperatures of 4 and 10 <>C the amount of ni-
trites remained at an almost unchanged level. A considerable in-
crease in the concentration of nitrites was observed in tempera-
tures of 20 and 30 °C. However, at the temperature of 40 °C we
could see that the nitrification process stopped and concentra-
tion of nitrites remained at the same level throughout the pe*
riod of incubation. The curves illustrating the increase of ni-
trites in the temperatures of the temperatures of 20° and 30°
point to an acceleration of the process of involving of nitrites
during incubation. In some cases a decrease of the amount of ni-
trites after four days of incubation was observed, which points
to an oxidation of nitrites into nitrates.
127
-------
A°C
0 1 2 3 A 5 days
Fig. 34, Decrease of ammonia concentration in water
in various temperatures, April 1974
0,6
0.5-
O.A
0,3-
0.2
0.1
mg/1 N
NO,
0
2
days
Fig. 33* Changes of nitrite oonoentration in water in
various temperatures, March 1974
128
-------
Table 39. Changes of nitrite concentration in Vistula
water. March 1974. The initial concentration
of ammonia =3.8 mg/1 N
Temp.
°C
1
10
20
32,5
40
0
0.032
0 .032
0.032
0.032
0.032
Nitrite
0.7
0.039
0.037
0.048
0.055
0.038
concentration, mg/1 N
1.7
0.047
0.041
0.059
0.160
0.048
2.7
0.034
0 .043
0.120
0.512
0.051
3.7
0.040
0.054
0.308
0.43 x^
0.059
4.7
0.035
0.058
0.950
1 ,14XX
0.070
x)
^ increase of nitrate 0.05 mg/1 N
^increase of nitrate 0.07 mg/1 N
Discussion
Determination of k^ constant changes in various temperatures —
The samples of water with low ammonia concentration were
chosen for calculations. In such cases BODc was caused only "by
the process of oxidation of organic carbon compounds. The possi-
bility of calculation of lo constant with the help of various
methods has been checked. The classic method of Reed Thierault
(40) was chosen as the best one in this case.
The results for the waters of the Vistula were as follows:
Date
January
1973
March
1973
June
1974
Temp. °C
10
20
30
4
10
20
30
10
20
30
40
k-j
0.097
0.146
0.216
0.109
0.126
0.160
0.202
0.065
0.083
0.108
0.136
°i
1.041
1.024
1 .025
,-1
The averaged and rounded k.j (%Qon) - O-'1
129
-------
Determination of the rate of nitrification in different
temperatures —
The water from the'Vistula river near Kozienice was inves-
tigated; it was heavily polluted with ammonia in winter. In la-
boratory investigations, during incubation, the most significant
changes at various temperatures were observed in the case of ni-
trites Involving. The following relationship was used for defi-
ning the rate of nitrification:
log — - o(1 t - a1 (1)
where:
y,. - the concentration of nitrites in water after incu-
bation in mg/1 M
A - initial ammonia concentration in mg/1 N
t - time
o(l - ammonia oxidation rate factor
a^ - constant of the process of nitrification
The above presented data served as the basis for the graphs on
which the time t is shown on x-axis and y-axis contains the
expression log A C fig.36) • The marked points formed nearly
straight lines, the slope of which indicates the value of c^-j.
The results are presented in tabl. 40. A distinct dependence of
oCj factor on temperature has been observed. For easier evalua-
tion of temperature influence on dO values, the ratios of oC-j
values at different temperatures to this value at 32.5°C were
calculated. This partlculate temperature of reference was chosen,
because of its presence in all series*
Average results are presented below:
temperature °C 10 20 25 27.5 30 32.5 35 40 _
% 51 143 131 123 111 100 85 48
These values marked on the graph (fig.37) have shown that the
maximum «C appears near 20 °C and at higher temperatures c£ de-
creases .
130
-------
0,0
T,0
.7,0-
log
A-y
32.5°C
10°Ci°C=:0.15)
0,7 1,7 2,7 3,7 4.7 5,7 time days
Fig. 36. The course of nitrification process of Vistula
water in various temperatures.March,1974. The
initial concentration of ammonia A a 3.8 mg/1 N
150
10
20
30 32,5 40 temperature C
Fig. 37.Dependence of ooeffioient oL on temperature
(oLfor various temperatures calculated in
percent ofe( 32.5^0
131
-------
Table 40. Results of nitrification process study
Temp.
Period Station °C
10
3.74 below PuZawy 20
32.5
10
3.74 below Kozienice 20
32.5
40
10
3.74 below Kozienice 20
32.5
40
6.74 below Kozienice 10
20
32.5
25
2.75 upstream Puiawy 27.5
32.5
37
30
2.75 Czerniak6w 32.5
35
25
3.75 below Kozienice 27.5
30
32.5
35
t-i
0.19
0.55
0.34
0.23
0.54
0.40
0.26
0.15
0.63
0.37
0.12
0.24
0.53
0.47
0.54
0.66
0.60
-
0.66
0.59
0.48
0.68
0.49
0.58
0.52
0.46
t. A
d mg/1 NJJJJ
4
5.7 2.5
5.6
4.9 2.7
4.7
5.6 3.8
5.0
9.2 2.5
3.4
2.5
6.5
6.2 1.7
6.2
4.4
4.6
5.2
5.5
5.1 1.4
5.0
5.7
5.5
132
-------
Consumption of oxygen takes place during nitrification.
The course of this process can be shown as follows:
NOD = 3.22 y1 + 1.11 y£
where :
NOD - nitrogen oxygen demand
y-j - concentration of nitrites after incubation in mg/lN
- concentration of nitrates after incubation in mg/lN
Because the nitrification at the second stage (oxidation of ni-
trites into nitrates) was very slow and in most cases was not
observed at all, the formula can be shortened into the following
form:
'NOD = 3.22 y1
The line showing the consumption of oxygen according to the abo-
ve presented equation has taken the form of the letter S (fig.
38). That graph has a long section resembling a straight line
of the following slope:
3.22 • 2.303 » A • oC
4
which can be obtained from the transformation of equation:
**"*
A • 10
7 =
= 2.303°(A -
dt (1 + ,w
When t = t.j , which equals half of the time of reaction,
then
dt
2.303 «o(' A
t=t
1
taking into consideration the equation: (2)
133
-------
ultimate NOD
time
0,7 1,7 2,7 3,7 4,7 5J 6,7 77 8,7 9.7 10,7 11,7 days
Pig. 38. Oxygen demand for nitrification of the I stage
for Vistula water. March, 1974. The initial
concentration of ammonia A » 3.8 mg/1 N
134
-------
B 2.303 • 3.22 »ol» A
4
The slope of a straight line approximates the slope of a curve
the best, when calculated for t » t-j, because just this point
Is an Inflection point of a curve.
Oxygen balance In river waters depends on the rate of oxy-
gen consumption and on the rate of reaeratlon. If the rate of
oxygen consumption does not depend on time what applies for the
time Interval in which the curve of oxygen consumption Is appro-
xlmately a straight line oxygen concentration alms to the bala-
nce defined by the expression:
3,22 . 2.303 -ol.. A . D . k 2-JW
it results from the formula for the rate of reaeratlon
m 2.303
dt
finally, oxygen conditions aim to the equilibrium when oxygen
deficit is equal to:
0.805 • A »
-------
spring when water temperature is about 10 °C.
In winter the discharge of heated water may cause an incre-
ase of water temperature in the river by several degrees and re-
lease a certain section of river from ice cover. The investiga-
tions show that at temperatures up to 10°C the process of nitri-
fication is very slow; "both a decrease of ammonia concentration
and of oxygen consumption in the process of nitrification are
rather small.
Simultaneous diminuation of an ice cover improves the aeration
conditions in the water of a river.
In summer the influence of heating upon nitrification will
also he small, which is due to two reasons: 1) in this period
the ammonia concentration in waters of the Vistula river near
Kozienice is usually very small, 2.) heating of water by several
degrees above 20 OC will not affect oxygen consumption in a lar-
ge extent because oC factor has its extreme at 20 °C.
The largest influence of heating on the process of nitrifi-
cation may appear in spring and in fell. In such periods the am-
monia concentration may be high, an increase of temperature by
several degrees within the range of temperatures from 10 °C to
20 °C respectively can accelerate this process. It can also ca-
use a more rapid oxidation of ammonia and can accelerate oxygen
consumption.
136
-------
SECTION 7
THE METHOD FOR PERMISSIBLE RIVER WATER
TEMPERATURE CALCULATION BASED ON THE
OXYGEN CRITERIA
CRITICAL OXYGEN DEFICIT CALCULATION
Excessive organic pollution load discharged into the river
can cause a harmful -oxygen deficit in the receiver water. The
temperature increase accelerates oxygen uptake process and can
cause additional oxygen depletion. The oxygen balance in the ri
ver may be controlled by means of either reduction of organic
load discharged into the river or reduction of heat discharged
from the power plant.
Oxygen deficit can be calculated from the following equa-
tion:
k-< • L , -k^t -kot, -k,jt
D = — (10 - 10 * ) + D • 10 * (1)
which is a transformed Streeter Phelps'a equation,
where:
k^ - oxygen uptake rate coefficient
k^ - reaeration rate coefficient
L - final BOD
D - initial oxygen deficit
The time t , corresponding to the critical, i.e. maximum oxygen
deficit can be calculated from the equation:
\ f \T \T I \T mm \T I • T"^ \
t logM - 2 22 1 a (2)
k2-k1 Vk1 k1 • Lo /
where:
L - initial BOD of the river water after mixing with
wastes.
137
-------
The following data are necessary for the calculation:
D - initial oxygen deficit at the cross-section of ri-
ver, in which the waste waters are fully mixed with
river water .
LQ - total initial BOD
k-j » k^j Q-j > ©2
DQ and LQ can be calculated from the equations:
(3)
Do
Dr '
• Q
Q
r H
r H
"^ -
>QW
W mnr/l
mg/JL
0
2
BOD • Q +BOD • Qm
BOD5 nixed - ' ' ' " -s/1 °a
r ww
where index "r" denotes river water
and Mw" denotes waste water.
The final BOD (LQ) is related to BOD5:
L mix
Lo -- Ij
1-10
The calculation of oxygen deficit for different temperatures and
values of BOD= allows for the determination of the maximum per-
missible temperature of river water in relation to minimum oxy-
gen concentration required. Such a calculation consists of the
subsequent approximations which require many calculations .
An attempt to formulate a direct relation enabling permissible
temperature calculation, was made to simplify the necessary com-
putations .
K)BMULATION OF OXYGEN CRITERION RELATION ENABLING
PERMISSIBLE TEMPERATURE CALCULATION
On the base of Streeter Phelp's equations, the equations
for direct calculation of permissible temperature as function
of organic load and tolerated minimum oxygen concentration are
suggested.
138
-------
The temperature range from 25 °C to 35 °C was considered.
The temperature of 35 C is a maximal temperature permissible
for other reasons than oxygen conditions, e.g. for the protec-
tion of biocenosis of a river. Temperature of 25 °C is the natu-
ral river water temperature often occurring in summer time in
Poland.
The simplifying assumption was made, that the temperature
during the biochemical decomposition of organic matter in the ri-
ver is constant. It is roughly true if the temperature of river
water depends on the natural climatic conditions only, but in
the case of heated water discharge from power plant such assum-
ption does not correspond to the real situation. In fact, the tem-
perature below the power plant decreases along the river course
due to the mixing of heated water with river water and to trans-
ferring of heat into atmosphere. This continuous decrease of tem-
perature complicates the calculations, so the simplifying assum-
ption was made, that the river water temperature is constant
along the river section under consideration, and that it equals
to the temperature of water at the point of thermal water dis-
charge with assumption of full mixing* In fact, the temperature
in the vicinity of heated water discharge is higher, and down-
stream is lower than the temperature in such a way assumed, which
approximates this assumption to the average real temperature.
In following part of paper the equations were deducted for
two cases: 1) 100 % saturation of river water with oxygen at
the initial point of the river section under consideration and
2J with assumption of initial oxygen deficit.
Case No 1
If initial oxygen deficit D equals to zero, the Streeter-
Phelps equation
is transformed to
where f^k^/k^The term LQ«f~f^f" is discontinuous when f = 1
139
-------
In such a case
DPT. = lim L • f
°r f-*i o e
If C denotes minimum oxygen concentration requested at the cri-
tical point, the following condition must be satisfied:
(7)
where C denotes solubility of oxygen in water at a given tem-
perature .
The formulas (6) and (7) may be rearranged:
Cs ' C^Lo * f
For maximum permissible temperature calculation we can consider
the equation:
C - C = L • f-f/f"1 (8)
s o
-f /f-1
The term f may be approximated:
f-f/f-1 = 2 . _L_ f-f/f-1 = 0.8847
4 " f-t-1 f-t-1.5969
The value of oxygen concentration in water in equilibrium with
air at temperature T is approximatively given by Hatfield's I4D
equation:
c = Q.678(P -
8 T + 35
where :
P - atmospheric pressure, mm Hg
/u - water vapor pressure, mm Hg
T - temperature, °C
140
-------
We can replace this equation by an approximated one:
o.678(p-/uT)
' X
0.678(P-/uT)
/ T-30>
T - 30 + 65 1 + = 65 65
65
T • 0.678(P-/uT) 95 • 0.678(P-AiT)
= - - 5 - - + - y — -
65^ 65^
This may be written as:
0.678(P-/uT)
C0 = a • T + b where a = -- 0 '
3 652
95 « 0.678CP-/UJ)
b = 0
As /UT depends on the temperature, the calculation & and b as
constants follows to some error. This error may be neglected,
if we draw the straight line aT+b through two points at the ends
of temperature range under consideration, i.e. corresponding to
25 °C and 35 °C. Concentration of oxygen at saturation of water
with air amounts to 8.33 and 6.95 mg/1, respectively.
The equation of such straight line is:
C- C-, 'C1- C 6.95 - 3.33
C = T • — - - + — - - • T+ C = T • - +
T2- T1
8.33 - 6.95
s T2- T1 T2- T1 35-25
35 - 25
35 + 6.95 = . 0.137 T + 11.745
C_ = - 0.137 T + 11.745 (11)
O
141
-------
From equations 9 and 11 and 8 we can deduct:
if 0.5^f
- 0.137 T + 11.745 - C = L • ^ . — (12)
0 4 f+1
if
- 0.137 T + 11.745 - C = L • ii±£2±£— (13)
0 f-t-1.5969
The parameter f depends on temperature as follows:
f = k2 (2QQC) *
k1 (20° CJ *
For the best approximation of f as linear function of T, the
reference temperature egual to 30° is most appropriate.
Denoting f^no as f
« 10
K2 (20°J
The values of Q^ and Gj have the form of 1 + x, where x is a
small number of several hundredth (e.g. 0-. = 1.047J, so we can
approximate the term ®/® as follows?
5 - 1 + °2 - ®1
The accuracy of such transformation is given below for typical
values of ®2 = 1 .024 and Q^ = 1 .047
6^ 1 .024
~ = - = 0.978
61 1 .047
1 4- 02 - G-, = 1 + 1.024 - 1.047 = 0.977
142
-------
The difference does not exceed 0.001.
So the term ®/® can ^e written as:
= 1 + oC , where oC = e, - 0. (15)
2
and equation (14) as
T-30
T-30
(NT— 30
1 + oCJ can be replaced by Newton's series expan
sion:
f(T)
For the typical values of about 0.03 and temperature in the
range from 25 °C to 35 °C, all terms in the series except
1 + oC(T-30), may be neglected. So
(17)
The following example shows the accuracy of such approximation
if the temperature amounts to 25 °C and oC equals from
1.024 - 1.047 = - 0.023
(1 + oc)T~30 = 0.977"5 = 1.123
1 + oC(T-30) = 1 - 0.023 (-5)= 1.115
The error equal to 0.74 % may be neglected. If temperature co-
mes closer to 30 °C, the error will be lower.
Substitution of equation (12J into ( 17J if 0.5 ^f^ 2. 5
follows to the following equations:
143
-------
- 0.137 T + 11.745 - C
f0h +<<:(T-3o)]
(18)
or:
- 0.137 T + 11.745 - C = ^ • Lf
4 c
As the term
oCf (T-30)
is much smaller than 1 , (at the typical
1 + f values oC = - 0.023, T-30<5, f <2.
oC f (T-30)
we caa replace equation (18J by the approximate one:
->
- 0.137 T + 11.745 - C = - • L
4
1 -
(T-30)\
-
Rearranging of the last equation follows to
0.75 L
C - 11.745
0.75 L cCf
— - 2—
(1 + f0)2
- 0.137
T
0.137 -
0.75
(19)
14*
-------
Analogically, substitution of equation (13) to (1?) follows to
at 2.5^f
- 0.137 T + 11.745 - C = LQ 0.884?
1,5969 + f0[1 +oC(T-30)]
and approximating as formerly
0.8847
- 0.137 T + 11.745 - C = L
1.5969 + fQ
(1.5969 + fQ)2 (1.5969 + f
0.8847 Lrt
11.745 + C + 2—5- [1.5969+frt+30oC. f ]
(1.5969+f0)2 ° °
0.8847 -oC- f • Lrt
(1.5969
0.8847 L
11.745 - C - - - 2--J (1.5969-«-f0+oC« fn* 30)
(1.5969+f)2 ° °
2 -
0.8847 oC. f • L
0.137 -
(1.5969
145
-------
11.745
n.-l'
0.885 Lrt
c ... °
(1.597+fJ2
0 . 885 oC • f •
l«7 _ fi-
ll 9 f
• L
o+oC. fQ. 30)
(20)
• f • L
(1.597 + f0)2
Case No 2 initial oxygen deficit is not equal zero
The exact equation describing permissible temperature based
on Streeter Phelps'a equation would be very complicated if the
initial oxygen deficit was unequal zero. So, the formal opera-
tion is applied, consisting of the assumption that at a certain
point t* , lying upstream from the initial considered part of the
river a complete BOD occurs (L-j), greater than Lo and a deficit
equalling zero (fig.39j. According to the Streeter Phelps equa-
tion at the starting point a deficit is formed which is equal to
the former initial deficit, and L-j decrease to Lo. At the assump-
tion that at point t-j (upstream from the initial point of the
river section under consideration^ oxygen deficit equals zero
and total BOD equals L^, the oxygen curve below the starting
point runs in accordance with the Streeter Phelps curve, analo-
gically as at the assumption that total BOD and oxygen deficit
at starting point are equal LO and D0.
It should only be assumed that:
1
= LO[I - (f-D • ^a]71* (21)
Then
Dcr = L1 * f "f/f"1 for f
Dcr = L1 -- for f = 1
6
In such a case we calculate the permissible temperature from
formulas 19 and 20, substituting value L-J instead of Lo.
However, in the case when the initial deficit is large in com-«-
p arisen with L , the oxygen curve on the considered part does
146
-------
dissolved oxygen con teat a at saturation
time Id]
Pig. 39. Oxygen sag curve in river water
LQ - initial BOD
L.J - BOD pressumed at moment t^
t^ - moment t1 a"bove initial point
D - initial oxygen deficit
D«- critical oxygen deficit
147
-------
not have a minimum, which occurs above the initial point between
t0 and t1 . This occurs in the case when critical time calculated
from:
k~ / Drt k^-k-i \1 1
1 --2. . -2-1 J ---
/J
t -- log
cr k2- k1 fc-j L0 k-i k2- k1
has a negative value. Thus the calculation of oxygen deficit for
a given sector is justified when tcr> 0» or:
Lo
1 1
in the case when f>1 we can omit •
1 D 1-f
L f L f
o o
Lo
148
-------
Analogical calculation for f <1 also leads to the condition:
Lo
and for f = 1 the expression for tnT, is discontinuous, but con-
vergent to the limit:
cr
tcr= Urn
f-
1 1 rr D , -i-i 1 / D \
ira logrf h . _a £.-,)]!. 1 - -*
-1 ki f-1 l L LO JJ 2-3 ki Lo
condition trt>0 thus leads to the condition:
C JL
1
2.3 k1 ' LQ
D
thus 1 ^ , which is an equivalent to the former condition
O A -r>
Substituting for f an expression from equation 1? we obtain
D 1
Lo fo[1
The solution of inequality depends on the sign of the expression
1 +oC(T-30j. In the considered range of temperature from 20 to
35 °C it can be written that -1()-0.2 • 5
oC(T-30)>-1
1+ oC(T-30)> 0
149
-------
In such, a case:
D 1
inequality -^
Lo fo[1
can be transformed into (at the assumption oC<0)
D f -L
T> .000 + 30 °C
Critical oxygen deficit will occur only when the value T will
be higher than
D f -L
000 + 30 °C (22)
In a special case when °C = 0, f is unchangeable, thus the condi-
tion for the occurrence of critical deficit is:
— > A or A^f
fo Lo Do
This is the first of the two conditions for temperatures. If
from this condition it follows that T>35 °C, this means that
in the Vistula in the range of temperatures even up to 35 °C
the oxygen deficit greater than the initial one will not occur.
In such a case it should be stated that heating of water even
up to 35 °C does not cause oxygen deficit in the river and that
the oxygen conditions cannot be a criterion for determining a
permissible temperature in the river.
If the temperature calculated from the formula 22 will be
lower than 35 °C, a second condition should be calculated from
formulas 19 and 20, substituting IM as in equation ( 21 J instead
of LQ:
r D«i
L 1 -(f-1) • -°- for f
°L J
L
o
150
-------
D /L
or: Ln = LQ • e ° ° for f = 1
This expression is in a slight degree dependent on f, and for
this reason, for simplification, in the place of f/muf = f-inOp
was adapted. UJ o ->u o
Summarizing, the calculation of the permissible temperature
of water according to the oxygen criterion is as follows:
Initial data:
L - total BOD of water at the beginning of the considered
sector (in the case of wastes, after assuming a full
mixing with the river water) in rag/1 0^
BOD,,
L = Za- (5)
o
D - initial oxygen deficit at the mixing point in mg/1
k1 and k2 at 20 °C
kp can be calculated from the formula:
yO.5
where:
U - velocity of water flow in the river in m/s
H - depth of the river in m
k^- should be calculated from the results of tests
Q^ and Q~
Additional calculations:
• * f*. \ * \.J
(25J
(200)
151
-------
L1 = LQ • e for f = 1
Calculation of condition 1:
D f - L
T s o Q o + 3Q oc (22)
If T1^35°C, the critical deficit at the considered sector does
not occur. Oxygen conditions in this area are better at the ini-
tial point. If TI< 35°C then the temperature should be calcula-
ted according to condition 2.
Calculation of condition 2:
0.75 IM (1 + f^ + 30oCfQ)
(19)
.
11.745 - C -
0.75 IM ±ncC
0.137 r L-S—
for 0.5^f *S2.5; and
0.885 L..
11.745 - C - V? M»597 + £n + 30oCfJ
(1.597+fJ2 ° °
o ___ {20)
0.885oC« f^L^
0.137 -
.
(1.597 .t-f0)
for 2.5 ^f ^10
From the point of view of oxygen criterion the permissible tempe-
rature should be higher one among T± and Tg calculated.
152
-------
EXAMPLARY. CALCULATION OF PERMISSIBLE TEMPERATURE
Oxygen deficit and permissible temperature of heated water
in the Vistula downstream from the Kozienice power plant was
calculated.
Initial data:
DQ = 1.37 mg/1 02 e.g. 15 % saturation at 20 °C
1 (20°C) ~ * ' 2 (20°C) ~ • » 1 ~ • » 2 "" * '
BOD,- of the river in the range 2-10 mg/1 02; <£ = 0.
Calculation of oxygen deficit and critical time
The changes of the factors k^ and k2 at different tempera-
tures in relation to 0 values assumed are as follows:
Factor Temperature °C
20 25 30 35
kj 0.10 0.1126 0.1268 0.1427
k£ 0.51 0.574 0.647 0.728
The values of oxygen deficit and critical time for different
temperatures calculated on the basis of formulas 1 and 2 are
shown in tabl. 41.
Calculation of permissible temperature
f = *2 f20°CJ
k1 (20° Cj
L^ calculated from the formula:
1
~ 1-fo
153
-------
Table 41. Oxygen deficit and critical time values for
Vistula river water at various temperatures
20
25
30
35
No
BOD- mg/1 02
LQ mg/1 0,>
*or
°C Dcr
C
*or
°C Dcr
C
*or
°C Dcr
C
*OP
°° °cr
C
1
246
2.92 5.85 8.77
- ~ - 0.643
n.o.x' n.o 1.48
7.67
0.570
n.o. n.o. 1.48
6.84
0.5068
n.o. n.o. 1.48
6.12
0.450
n.o n.o 1.48
5 .47
2
8
11.70
1.033
1.809
7.341
0.917
1.809
6.51
0.815
1.809
5.79
0.724
1.809
5.14
3
10
14.62
1.212
2.168
6.982
1.077
2.168
6.15
0.956
2.168
5.43
0.849
2.168
4.783
x/ n.o, - not observed
154
-------
obtaining results:
BOD5 mg/1 02 6 8 14
Lo
L1
8.77 11.70 14.62
11.25 13.72 16.46
The calculation of the permissible temperature begins with the
checking of condition 1, having in this case (when oC= 0) the
following form L /D - f > 0. For all values L from 8.77 to
14.62 this condition is°fulfilled. For BOD5 equalling 2 and 4
mg/1 02 the calculations were not done, because at this level
of pollution the critical deficit does not occur. Because con-
dition 1 does not provide any restrictions of temperature the
condition 2 was calculated from the formula 29, which in this
case, when °C = 0 has the following form
0.885 IM
11.745 - C -
f+1.5969
Ta =
0.137
The results of calculation of Td for different degrees of pol-
lution ( Lj and different permissible dissolved oxygen concen-
trations (C) are shown in tabl* 42
Table 42. Permissible temperature Td values, calculated
for Vistula river water
No L1
•\ "1 "\ 31
1 1 1 • <£.?
C
6
7.5
Td
31.09
20.14
2 13.72 5*5 32.35
7.0
21.40
3 16.46 5-° 33'36
6.5 22.41
155
-------
The obtained results of permissible temperatures are shown on
a graph (fig.40J, on which we can see the dependence of oxygen
concentration on temperature calculated according to the Stree-
ter Phelps formula tabl.41 . Within the range of temperatures
of 25 -35 °C a large agreement was obtained.
From these graphs it can be seen that with the assumed oxygen
deficit D - of inflowing water, at BOD= = 10 mg/1 02,the water
temperature can arise up to 33 °C without a decrease of oxygen
below 5 mg/1 0~. Because the Vistula pollution in the vicinity
of Kozienice rarely exceeds BOD^ = 10 mg/1 Op, it can be stated
that in present situation the Vistula water will not be sub-
ject to lethal oxygen deficit.
156
-------
35-
33'
32-
31
30
29*
28-
27
261
25
23
22
21
20
n.o.
6
Fig .40. D.O. contents at critical point depending
on .temperature of Vistula river water "below
Kozienioe power station, calculated for va-
rious pollutant levels,
1 2QOC
0.1; 01 = 1 .024; DQ = 1.37 mg/1 02
k2 2'0oC a 0.51;02 B 1.024;
The straight lines are drawn according to the
equation 29 , and points "o" are marked ac-
cording to the table 41.
157
-------
REFERENCES
1. Project Poland 26 (UNDP-SFJ. Stream analysis. Texas Univer-
sity, 1967.
2. Suszczewski K. Surfacial water cooling. New technology in
Sanitary Engineering. Water supply and sewage. No 1. Arkady,
Warsaw, 1970.
3. Stangenberg M., Pawlaczyk M. Effects of heated water dischar-
ge on river biocenosis. Zesz.Nauk.Pol. Wroclawskiej 67 (40),
1960.
4. Stangenberg M. Biological effects of heated water discharge
into the rivers. Gaz, Woda, Techn.San. 3 (86), 1965.
5. Gustafson P.F. Thermal Pollution of the Great Lakes. First
World Congress on Water Resources, Sept. 24-28, 1973. Chi-
cago, USA. International Water Resources Association.
6. Arnold G.E. Thermal Pollution of Surface Supplies. J.AWft'A.
(54J: 1332, 1962.
7. Foerster J.W., Trainor F.R., Buck J .D. Thermal Effects on
the Connecticut River. Phycology and Chemistry J.W.P.C.F.
9 (46j: 2139, 1974.
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
1. REPORT NO.
EPA-600/3-77-074a
2.
3. RECIPIENT'S ACCESSION'NO.
4. TITLE AND SUBTITLE
"Effects of Thermal Discharges on
Physico - Chemical Processes and Water Quality"
Vistula River, Poland
5. REPORT DATE
June 1977
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
8. PERFORMING ORGANIZATION REPORT NO.
Jan R. Dojlido and Staff
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Institute of Meteorology and Water Management
Podlesna 61, Warsaw, Poland
10. PROGRAM ELEMENT NO.
1BA032
11. CONTRACT/GRANT NO.
PL-480 PR-05-532-5
12. SPONSORING AGENCY NAME AND ADDRESS
Corvallis Environmental Research Laboratory
200 S.W. 35th Street
Con/all is, Oregon 97330
13. TYPE OF REPORT AND PERIOD COVERED
Final Jan. 1973-December 197J
14. SPONSORING AGENCY CODE
EPA/600/02
15. SUPPLEMENTARY NOTES
A supplementary data report has been entered in the National Technical Informa-
Service, Springfield. VA. That report number is EPA-6QO/3-77-074b.(same title)
16. ABSTRACT
A study on the influence of thermal water discharge from the Koezienice
power plant on thermal regimes and water quality of the Vistula River was carried out
between January 1973 and December 1975.
Results of field survey of the thermal plume indicate that under non-extreme conditions
of low flow and full capacity operation (1) the maximum stretch influence of heated
water was 50 km and (2) theoretical models for estimating average temperature of
cross-sections downstream are adequate.
The influence of thermal water discharge on water quality was small and shown mainly
by decrease in dissolved oxygen and increase in nitrite concentration. Data are
presented on effects on biochemical processes and size distribution of fine suspended
sediments. Formula are developed to determine permissible river temperatures to meet
dissolved oxygen criteria.
7.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lDENTIFIERS/OPEN ENDED TERMS
c. COS AT I Field/Group
Electric power
Heat affected zone
Chemical reactions
Thermal pollution
Vistula River
Poland
07/B,C
8. DISTRIBUTION STATEMENT
Release Unlimited
19. SECURITY CLASS (ThisReport)
Unclassified
21. NO. OF PAGES
162
20. SECURITY CLASS (Thispage)
Unclassified
22. PRICE
EPA Form 2220-1 (9-73)
162
ft U.S. GOVERNMENT PRINTING OFFICE: 1977-798-277/177 REGION 10
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