REPORT
on the
ILLINOIS RIVER SYSTEM
EFFECTS ON WATER QUALITY
OF RECOMMENDED
IMPROVEMENT MEASURES
January 1963
U. S. DEPARTMENT OF HEALTH, EDUCATION, AND WELFARE
Public Health Service
Division of Water Supply and Pollution Control
Great Lakes-Illinois River Basins Project
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REPORT
ON THE
ILLINOIS RIVER SYSTEM
EFFECTS ON WATER QUALITY
OF RECOMMENDED IMPROVEMENT MEASURES
January 1963
U. S. DEPARTMENT OF HEALTH, EDUCATION, AND WELFARE
Public Health Service
Division of Water Supply and Pollution Control
Great Lakes-Illinois River Basins Project
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EFFECTS ON WATER QUALITY OF RECOMMENDED
IMPROVEMENT MEASURES
TABLE OF CONTENTS
SECTION PAGE
INTRODUCTION 1
TREATMENT OF MUNICIPAL WASTES 3
Secondary Treatment
Chlorination
Bacterial Reduction
BOD Reduction
INDUSTRIAL WASTES 9
Treatment
Industrial Waste Ordinances
COMBINED SEWER SPILLAGE 10
INTEGRATION OF DECREASED WASTE LOADS 11
SUMMARY 12
REFERENCES lU
TABLES
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INTRODUCTION
A previous report, "Water Quality Conditions,, "(l) described
the existing condition of the Illinois River System as determined
from physical, chemical, biological, and bacteriological
determinations. Another report, "Water Quality Goals,"(2) set
forth desirable water quality goals for these waters. A third
report, "Recommended Measures for Improving V7ater Quality/'(3)
discussed possible improvements and recommended those that were
considered reasonable and feasible. The purpose of this report
is to discuss the effects which certain recommended measures can
be expected to produce. The effects are presented as changes in
bacterial or organic loads currently being placed on the river
system. The organic pollution loads are stated in terms of
Population Equivalent (PE) and in terms of pounds of ultimate BOD
per day.
The recommended measures that have been evaluated in thiB-
report are the following:
No less than secondary treatment should be provided
for all sewage being discharged to the Upper Illinois
River System and the main stem below Lockport.
The Metropolitan Sanitary District (MSD) should
undertake an extensive study to determine the best
plan to attain the recommended goal on stream coliform
density. The technical practicability of disinfecting
the canal at several locations and/or the disinfecting
of treatment plant effluents and storm water overflows
should be studied. In this report the technical
practicability of disinfecting sewage treatment plant
effluents is considered established. Chlorination of
treatment plant effluents is evaluated as a possible
procedure, and therefore recommended for partial attain-
ment of the stream coliform density goal and the
coincident decrease in discharge of BOD.
Industrial pollution should be decreases! by treat-
ment at the site if needed or by connection to a
municipal' sewer system.
The recently enacted industrial waste.ordinance
should be reviewed for possible revisions that will
encourage industrial practices which minimize the
quantity and strength of industrial wastes delivered
to the MSD sewer system.
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The Metropolitan Sanitary District should
immediately undertake comprehensive engineer-
ing studies to determine the best plan for the
separation of storm and sanitary severs, and the
plan should be implemented as it becomes available.
Suggested short-term improvements should be made
in the meantime.
Other recommendations that have not been evaluated in this
report are the following:
The Metropolitan Sanitary District should . ;
continue its present experimental program of
artificial reaeration of the river system in order
to determine whether it is practical to increase
oxygen concentrations by this method under the con-
ditions that prevail.
The Metropolitan Sanitary District should
continue the program for the detection of unknown
submerged outfalls, illegal connections to storm
sewers, and other types of illicit connections.
The use of the canals in the Chicago area for
cooling water by air conditioning, thermal power,
and industrial installations should be regulated
and limited.
The MSD and other responsible agencies should
increase the emphasis given to research and
development programs for improvement of treatment
techniques and other measures to protect the quality
of receiving waters.
The "water year" for computation of the average
allowable diversion should begin on March 1, and
should continue for a two-year period if necessary
for balancing the water account when circumstances
dictate, to foster better utilization of the
authorized diversion.
The evaluated improvement measures will not solve the
problems related to nutrients and alkyl benzene sulfonate (ASS)
(3), and new treatment procedures must be developed to correct the
problems resulting from the discharge of these substances.
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TREATMENT OF MUNICIPAL WASHES
Secondary Treatment
It was previously reported that the present municipal waste
load to the river system is 1,450,000 PE (l)(3). The individual
municipalities have been evaluated with regard to the installation
of secondary treatment facilities. The estimated discharged PE
load from each of the municipalities after the installation of
secondary treatment facilities is shown in detail in Table 1. A
summary of the raunicipal loadings by the major subbasin is as
follows:
Present Present Load After Improvements
Raw PE Load PE PE .Pounds per
Day BOD
Illinois River System -
Lake Michigan to Lockport 8,808,400 928,600 889,300 216,000
Illinois River - Lockport
to Grafton (Main Stem) 1,752,400 517,400 379,700 92,500
In the area above the confluence of the Des Plaines River
and the Sanitary and Ship Canal (Loci-sport), 16 communities or
institutions discharge waste to streams without secondary treat-
ment. The population of the 16 communities totals 6l,000, and
they•discharge 48,000 PE to the streams. After installation of
secondary treatment facilities, it is estimated that the waste dis-
charged to the streams from these 16 communities would be
approximately 8,700 PE or 2100 pounds per day ultimate BOD. This
represents a decrease of about 10,000 pounds, or 82 per cent
of the municipal waste load from these 16 communities, but only
a 5 per cent decrease in the waste load in the entire area when
the effluent from the Metropolitan Sanitary District of Greater
Chicago (MSD) is considered.
Along the main stem between Lockport and Grafton, 84 of
127 communities or institutions discharge waste with less than
secondary treatment. The population of the 84 communities
totals 223,000 and they discharge 170,000 PE to the river. After
installation of secondary treatment facilities, it is estimated
that the waste discharged to the stream from these communities
would be approximately 33,000 PE. This is a decrease of 137,000
PE or 33,500 pounds per day of ultimate BOD. This represents an
80 per cent decres.se in the municipal waste load from these 84
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locations and a 26 per cent reduction in the total municipal
waste load discharged to the river from all 127 locations
between Lockport and Grafton.
Chlorination
Laboratory studies on the effects of chlorination of
sewage treatment plant effluents with respect to reduction in
BOD and reduction in coliform density were carried out by the
GLIKBP laboratories. Experiments were performed using effluent
obtained from each of the three plants of the Metropolitan San-
itary District. The results of these experiments, as well as
information available in the literature, are discussed in
subsequent paragraphs. From the laboratory findings it was
estimated that chlorination of the Metropolitan Sanitary Dis-
trict effluents would result in a 99 per cent reduction in
coliform density under the conditions specified, and that a
reduction of about 38,000 pounds of ultimate BOD per day could
be expected. Chlorination of MSD effluents alone, without
elimination of other discharges such as storm water overflows,
would not reduce the coliform densities in the Upper Illinois
River. System to the desired water quality goals.
Bacterial Reduction
Table 2 presents calculated levels of coliform densities
at various sampling points in the Upper Illinois River System
between Wilmette and the Kankakee River with and without
chlorination of sewage plant effluent. In this table, Column 1
identifies the location of the sampling point and the average
•flow in cubic feet per second (cfs). Column 2 presents the
coliform levels as the geometric mean of about JO individual
samples at each station observed during the study period, April
through August 1961. Column 3 presents the estimated coliform
densities that would be expected to result from the combined
flows of tributaries or known inputs with the main stream.
Column h is an estimate of the coliform densities that would be
expected following the chlorination of MSD effluents and
assuming no storm water overflow or other sources. The estimated
levels in this column are based on assumptions that such
chlorination would result in a 99 Per cent* reduction in the
coliform density of the effluent, and that the mixture of
* This assumption was applied following laboratory studies on
the effects of chlorination on the MSD effluents, in which a
chlorine residual of up to 0.5 mg/1 was observed following 15
minutes contact time, which confirmed the accepted values used
in sanitary engineering practice
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chlorinated effluent with the stream would result in changes
in proportion to those observed in Column 2 'between individual
stations. Ely applying .the proportionality factor, the
estimated levels in Column h take into account the changes in
the pattern of natural dieoff or multiplication of colifonn
organisms that might take place, under these conditions. Column
5 is an estimate of colifonn densities that would be expected
following the chlorination of MSB effluents, and includes the
effects of other assumed coliform inputs between stations.
The levels presented in this column were calculated as follows:
The observed densities (Column 2) and calculated densities
(Column-3) were scanned for increases or decreases between
stations. Wherever an increase occurred that was not due to a
known input such as a tributary inflow or treatment plant dis-
charge; this increase was added arithmetically to the estimated
density of the upstream station (Column 5) to arrive at an
estimate of the density likely to be present at the next station.
Where a decrease occurred, a proportionate decrease was applied
to the estimated density of the upstream station to arrive at
an estimate of the density at the next station. Thus, the
densities estimated in Column 5 reflect the effects of other
sources including storm water overflow discharges.
In summary, the estimates of colifora density presented
in Column k represent the idealized conditions wherein all
sewage discharged to the Upper Illinois River System would be
treated and chlorinated, and those in Column 5 represent the
chlorination of sewage plant effluent without the elimination
of other discharges including storm water overflows.
The methods of calculation that were used in arriving
at the estimates presented in Table 2 are illustrated by the
examples that follow:
Because the first three sampling points, US 3^0.7,
338.6, and 336.9, would not be affected by chlorination of
the treatment plant effluents, no change in coliform density
would be expected, therefore, the levels observed during the
study period (Column 2) were extended to both Columns 4 and
5-
Below NS 336.9,. the North Side Sewage Treatment Plant
discharged 391 cfs of treated effluent with an estimated
coliform density of 440,000 per 100 ml. Combining the flow
at NS 336.9 with the flow from the North Side Plant and the
respective coliform densities, resulted in a calculated a^/erage
coliform density at the next station, NS 33^.9, of 160,000.
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(Plow times conform density, Station A, plus flow times
coliform density of inflow, divided "by combined flow). This
number was inserted in Column 3 opposite NS 334.9-. Next, a 99
per cent reduction was applied to the coliform density of the
North Side Plant effluent, which resulted in an estimated
density of 4,400 per 100 ml. This was inserted in Columns 4 and
5 opposite the North Side Plant. Since there was no appreciable
difference between the observed and calculated levels in Columns
2 anffl 3, at NS 334.9, a proportionate change due to chlorination
would be expected in the estimated coliform density at this point;
therefore, combining the flows as before, the estimated density
at NS 334.9 due to chlorination was found to be 6,800 per 100 ml.
This value was inserted in both Columns 4 and 5.
Between NS 334.9 and NS 333.4 there was an observed
decrease in coliform density of 20,000 per 100 ml. This decrease
in density was applied to the estimated density of 6,800 calcu-
lated for NS 334.9 as a proportionate decrease, and resulted in
an estimate of 6,000 at NS 333.4. This number was inserted in both
Columns 4 and 5-
Between NS 333.4 and NB 331.4 is the confluence of the
North Branch of the Chicago River with the North Shore Channel.
Combining flows of the two streams with the observed coliform
densities, the calculated coliform density at the downstream
station NB 331.4 was 140,000 (Column 3). Combining flows of the
two streams with the calculated coliform density after chlorina-
tion at NS 333.4 (6,000) and the observed coliform density of
the tributary (fl,000) resulted in an estimated density of 8,600.
Because the observed value at this station (Column 2) was greater
than the calculated value (Column 3); & proportionate increase
was first applied to 8600, which resulted in a calculated density
of 10,000. This number was entered in Column 4. Since the
observed increase of 20,000 at this station could also be due to
other discharges, this increase was added to 8600 to give a
total of 28,600 (rounded to 29,000). This number was entered in
Column 5 opposite NB 331.4.
Between KB 331.4 and 329.0 there was an observed increase
in coliform density of 60,000 per 100 ml (Column 2). This in-
crease was applied first to the calculated density of 10,000
(Column 4) for station NB 331.4 as a proportionate increase,
which resulted in an estimated level of 14,000 for NB 329.0.
This value was entered in Column 4. It was also assumed that be-
cause of the observed increase between these stations, other
discharges contributed the additional coliform bacteria. There-
fore the increase of 60,000 was added to the estimated coliform
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level (Column 5} for KB 331.^, -which resulted in an estimated
level of 89,000 for Station KB 329.0. This number was en-
tered in Column 5.
The estimates of coliform density at subsequent
stations were calculated in this manner. The estimates in
Column 4, calculated on the basis of proportional changes
as observed during the study, reflect the idealized condition
if all sewage would be fully treated and chlorinated. The
estimates in Column 5 reflect the effect of chlorination on
the sewage now received and treated at the MSB'plants, and take
into account the effect of existing storm water overflows and
other discharges.
In comparing the estimated coliform levels presented"
in Columns h and 5 with the interim, water quality goal of
10,000 coliform.bacteria per 100 ml for the Upper Illinois
River System and the ultimate goal of 5,000 coliform bacteria
per 100 ml, it is likely that these goals can be realized
through the corrective measures listed below:
1. Chlorination of the effluent of the MSB sewage
treatment plants. This measure has been
evaluated as a step leading toward attainment
of the quality goals.
2. Chlorinating any other sewage before it enters the
river system as storm water overflow or other-
wise, and possibly
3. Additional direct chlorination of the canal
system itself.
Chlorination of the MSD effluents alone, without the additional
efforts listed above, would result in a partial reduction of
the coliform density of the Upper Illinois River System, but
would not bring the water quality within the recommended goals.
These calculations cannot be extended at this time be-
yond the headwaters of the Illinois River at the Kankakee
junction because the data obtained on the lower river were
not concurrent with the data used in the upper river calcula-
tions. However, it is expected that the effects of chlorina-
tion would be extended to the lower river and would be
beneficial in reducing the coliform densities found there.
These benefits would become less apparent as coliform
bacteria are introduced into the main river at downstream
points.
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8
BOD Reduction
Available information (5)(6)(?) indicates that in the
ordinary practice of sewage disinfection with chlorine, vherein
a residual of up to 0.5 mg/1 is present after a 15-minute con-
tact time, a reduction in BOD-can be expected. The quantity of
BOD reduction to be expected has been expressed as follows:
.1. A reduction 0$ two mg BOD for each mg of chlorine
added.
cent.
2. A percentage BOD reduction varying from 10 to 35 per
f The experiments performed by the GLIRBP laborabory tended
"! to- confirm the first of the two generalizations expressed above
• more so than the second. These experiments showed that in
'• terms of chlorine dosage, the BOD reduction could vary from
• less than one to about three milligrams for each mg of chlorine
added. In terms of per cent.BOD reduction, the variations
ranged from near zero to 73 per cent. Further study of the
- data revealed a relationship-between chlorine consumption
(dosage minus residual) and per cent BOD reduction, which in
effect showed that the percentage of BOD reduction which could
be expected through chlorination was dependent on the chlorine
consumed by the treated effluent. This implies that effluent
from the activated sludge process having a low chlorine con-
gumption will have a lower"percentage of BOD reduction than
yaste water with a higher consumption. In terms of chlorine
consumption, one milligram of chlorine consumed could be expect-
ed to reduce the BOD by two mg, on the average.
r
i
i These experiments further .indicated an average chlorine
-• consumption of 1.3 mg/1 by the effluents from the MBD plants.
This indicates that an average reduction of BOD of 2.6 mg/1
fyight be expected.
Based on these experiments, the expected reduction in
BOD of the effluents from the three MSD plants were calculated
by applying the above relationship to the total daily flow.
These calculations, tabulated in Table 3, indicate that a BOD
.. reduction-of 38,000 pounds per day (rounded from 37,TOO) can
be. achieved with an applied chlorine dosage of 18,3^0 pounds.
These calculations are based on the BOD values of the plant
effluents obtained during the April-May, 1961 study of these
plants.
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INDUSTRIAL WASTES
Treatment
It was previously reported that the present known and
evaluated industrial pollution to the river system is 970,000 PE
(l) (3). Individual industrial plants have been evaluated based
on plant inspections and other available information in order to
determine what decrease in the above industrial waste load is
feasible. Internal improvements and new and/or improved waste
treatment procedures have been estimated for industries where
applicable. It has been assumed that some industries will
connect to local sewerage systems when they become available.
Industrial wastes that will be connected to sewerage systems
have been assumed to receive secondary treatment for purposes
of this report. Industrial wastes connected to the MSB system
have been assumed to receive secondary treatment which currently
reduces the BOD 90 per cent, and therefore, only 10 per cent of
the connected waste load is assumed to be discharged to the river.
Wastes discharged to other sewerage systems have been assumed to
receive secondary treatment giving 85 per cent removal of BOD,
because this degree of removal is generally accepted as being
within the capability of secondary treatment.
Detailed results showing the industrial pollution to the
river, taking into account the above estimated improvements, are
shown in Table 4. These results are summarized for the three
major industrial areas as follows:
Present Load Load after Improvements
Pounds per Pounds per
Area PE day BOD PE day BOD
Chicago-MSD 291,300 71,000 56,190137500
Joliet 178,000 43,500 76,000 18,500
Peoria-Pekin 400,000 97,500 90,4-50 22,000
Total 869,300 212,000 222,64-0 54,000
These estimates show that the industrial waste load to the river
can be reduced by approximately 75 per cent.
Industrial Waste Ordinances
The estimated effect of a program based on an industrial
waste ordinance which includes a method of levying sewer service
charges based on the quantity and quality of industrial wastes
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10
discharged is shown in Table 5- These estimates are based on
a five-year study made by the City of Cincinnati (8) which
indicated a 13.3 per cent reduction in the BOD load. It is
assumed that the industrial waste load in the MSB is equal to
90 per cent of the difference between the influent PE at the
MSB plants and the connected population; the other 10 per cent
is considered to be contributed by surface runoff and other
sources. Eased on these values, it is estimated that the total
load to the sewer system can be decreased by 390>000 ^E. With
the current treatment plant efficiencies at approximately 90 P6*"
cent, the total load discharged to the streams would then be
decreased by 39,000 PE or about 10,000 pounds per day of ultimate
BOD.
COMBINED SEWER SPILLAGE
Chicago Metropolitan Area
A complete evaluation of the effects of all of the measures
presented for reduction of combined sewer spillage cannot be made
at this time. Additional studies would be needed to evaluate
several of the methods, as noted below.
Separation of storm water and sanitary sewage at the source
would eliminate untreated sanitary wastes from the storm water
spillage. The ultimate BOD load from spillage, as computed in a
previous report (l), is about 56,000 pounds per day, about 16 per
cent of the total load in the Sanitary and Ship Canal. However,
the portions of the spillage load attributable to sanitary sewage
and to storm runoff have not been determined. Therefore, the
effect of eliminating the sanitary sewage from the total spillage
cannot be calculated.
The effect of connecting industrial waste sewers directly
to interceptors, in cases where the plant is located near an
interceptor, would be small in relation to the overall pollution
load.
The construction of additional sewage treatment facilities
in outlying areas, or the alternative construction of relief
interceptors to serve these areas, would reduce the BOD spilled
to the waterways an estimated 10 per cent in the areas served.
The effect of selective interception of wastes would be
small in relation to the total pollution load of the streams.
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11
Hie provision of adequate capacity at each of the three
main treatment plants is a primary consideration. The MSB
construction program to increase the capacities of these plants
is considered to be.sufficient for present requirements. It is
estimated that the planned treatment plant additions would reduce
the BOD spillage about 6000 ultimate pounds per day in an average
year.
Primary sedimentation tanks for storm water would provide
up to 40 per cent reduction in BOD in the flow through the tanks.
The total effect would depend on the size of the tanks provided,
which would be determined by an economic study.
Lower Illinois River
Since no studies of sewer systems have been made for cities
in the Lower Illinois River Basin, evaluation of the recommenda-
tions for reduction of combined sewer spillage has not been attempted.
BiTEGRATION OF DECREASED WASTE LOADS
Analysis of the main channel from Wilmette to the junction
of the Des Plaines River and the Sanitary and Ship Canal indicates
that the total load is 308,000 pounds per day of ultimate BOD.
This is based on five 30-day sampling periods in April-May, June,
July, and August, 1961, and January, 1962. This load to the main
stem is from the following sources:
KS 340.7 (Wilmette Intake) 16,190 pounds per day
North Side Sewage Treatment Plant 2k,Ok-Q
North Branch Chicago River 3,210
Chicago River 10,850
West-Southwest Sewage Treatment Plant 122,210
Calumet-Sag Channel Junction 21,4jO
Calculated Storm Spillage 56,000
Industrial Waste Load 5^,300
Total 308,270 pounds per day
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12
This total load compares favorably with the total load of 353,000
pounds per day of ultimate BOD applied to the main stem and tribu-
taries that was obtained from the inventory of known waste sources
plus calculated storm spillage.
Table 6 is a summary of the estimated results of the
recommended improvement measures to both the Upper and Lower
Illinois River. The improvement measures will reduce the ultimate
BOD load to the Upper Illinois River by 122,000 pounds per day.,
and the load to the Lower Illinois River by 136,500 pounds per day.
SUMMARY
The estimated results of the recommended improvements are
summarized in Table 6 and are as follows:
1. Adequate secondary treatment at 16 communities or
institutions that are tributary to the river system between Lake
Michigan and Lockport would decrease the pollution load by
approximately 10,000 pounds of ultimate BOD per day.
2. Chlorination of the MSD sewage treatment plant effluents
alone would not attain the recommended goal on stream coliform
density, although substantial improvement would result. The MSD
should undertake an extensive study to determine the best plan to
attain the recommended goal on stream coliform density. The
feasibility of disinfecting the canal at several locations and/or
disinfecting of treatment plant effluents and storm water overflows
should be studied.
3. Chlorination of the MSD sewage treatment plant effluents
would be expected to.decrease ultimate BOD discharges by 38,000
pounds per day.
k. Between Lake Michigan and Lockport, the connection of
known inadequately treated industrial wastes to secondary treat-
ment facilities, or adequate on-site treatment, would decrease
the pollution load to the main channel by approximately 58,000
pounds of ultimate BOD per day.
5. Enactment of an ordinance allowing the MSD to assess
sewer service charges based on quantity and characteristics of
industrial wastes would induce industries to decrease waste
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13
discharges to the sewage treatment plants. It is estimated
that this might decrease the discharge of ultimate BOD from
the sewage treatment plants by 10,000 pounds per day.
6. The planned additional capacity at the MSB treatment
plants will decrease the ultimate BOD of storm spillage by
an estimated 6000 pounds per day.
7. The installation of adequate secondary treatment
facilities at 84 communities or institutions that are now
tributary to the main stem of the Illinois River between
Lockport and Grafton would decrease the pollution load by
approximately 33,500 pounds of ultimate BOD per day.
8. Below Lockport, the connection of known inadequately-
treated industrial wastes to secondary treatment facilities
or adequate on-site treatment, would decrease the pollution
load by approximately 103>000 pounds of ultimate BOD per day.
9. The combined estimated effect of the improvement
measures discussed herein would be to reduce the ultimate
BOD load to the upper river system from 33^,000 pounds to
21^,000 pounds per day, and to the lower river from 270,000
to 133.»500 pounds per day.
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REFERENCES
1. Report on the Illinois River System, Water Quality
Conditions. U. S. Department of Health, Education
and Welfare, Public Health Service (1963)-
2. Report on the Illinois River System, Water Quality
Goals. U. S. Department of Health, Education and
Welfare, Public Health Service (1963).
3. Report on the Illinois River System, Recommended
Measures for Improving Water Quality. U. S. Department
of Health, Education and Welfare, Public Health Service ,
(1963).
k. Chlorination of Sewage and Industrial Wastes. Manual
of Practice No. 4. Subcommittee on Chlorination of
Sewage, Federation of Sewage and Industrial Wastes
Associations, October 12, 1951-
5. Warrick, L. F. Practical Aspects of Sewage and Waste
Chlorination. Water and Sewage Works, 98: 179-183 (1951).
6. Grune, Werner W. Sewage Chlorination in Review. Water
and Sewage Works, 103 R&D: R283-291 (1956).
7, Laubusch, Edmund J. Chlorination of Waste Water.
Water and Sewage Works, 108: R350-357 0-959)-
8. Sewage Disposal . Ninth Annual Report, Cincinnati, Ohio
(1958), p.19-
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TABLE la
REDUCTION IN MUNICIPAL WASTES BY INITIATION OF SECONDARY TREATMENT
ILLINOIS RIVER SYSTEM - LAKE MICHIGAN TO LOCKPORT
Community
Waukegan. Park City
Trailer Park
Country Side Manor
Subdiv.
Gilmer
Lincolnshire C.C..
Lockport
Valleyview
Park Side Subdiv.
Worth-Ridgeland Plant
Worth-Oketo Plant
Black Oak-Ross
Schererville
Dyer
Griffith (Part)
Highland (Part)
Munster (Part)
Lincoln Gardens
Receiving
Stream
Skokie Cr>
Des Plaines R.
Des Plaines R.
Cal-Sag Channel
Deep Run Creek
Des Plaines R.
Midlothian Creek
Cal-Sag Channel
Cal-Sag Channel
Cady Marsh-Hart
Cady Marsh-Hart
Hart Ditch
Cady Marsh - Hart
Little Cal. R.
Little Cal. R.
Existing
Raw PE'
Lake County,
1,200
200
100
Will County,
300
5,000
300
Cook County,
2,800
3,800
4,300
Existing
Discharged PE
111. .
800
200
100
111.
300
2,600
100
111.
2,800
3,800
2,800
Final PE with
Secondary Treatment
180
30
15
45
750
45
320
570
645
Lake County./- -Indiana
17,000
1,250
3,600
7,100
5,430
5,150
1^000
15,000
1,000
3,000
5,700
4,880
4,500
650
2,550
185
540
1,065
815
770
150
58,530
48,230
8,675
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TABLE lb
REDUCTION IN MUNICIPAL
MAIN
Cqnmunity
Jbliet
Joliet Fringe-
yrban-Unincorp.
Smaller Sources -
JEhree
Spring Valley
Depue
{smaller Sources-
' Eight
Gardner
City
Morris
Smaller Source s-
Seven
WASTES BY INITIATION OF SECONDARY TREATMENT
STEM - LOCKPORT TO GRAFTON
Receiving
Stream
Spring & Hickory Cr.
I & M Canal, Hickory
Creek
Illinois River
Lake Depue
Trib. to Mazon &
Illinois River
Claypool Cr.
Illinois River
Existing
Raw PE
Will. County, 111.
71,600.
6,000
1,600
Bureau County, 111.
5,300
1,920
4,438
Grundy County, 111.
i,o4i
2,852
7,900
Existing
Discharged PE
50,100
6,100
'1,300
3,710
1,536
3,930
937
2,500
4,500
Final PE with
Secondary Treatment
10,470
900
240
795
288
665
156
428
1,185
2,881
2,570
432
Smaller Sources-
,6ne
Smaller Sources-
Two
Kankakee County, 111.
328
Kendall County, 111.
359 .
290
320
-------
TABLE Ic
REDUCTION IN MUNICIPAL WASTES BY INITIATION OF SECONDARY TREATMENT
MAIN STEM - LOCKPORT TO GRAFTON
Community
Smaller Sources-
One
Seneca
Marseilles
North Utica
LaSalle
Peru
Smaller Sources-
Six
Smaller Sources-
One
Smaller Sources-
One
Henry
Lacon
Smaller Sources-
Two
Havana
Receiving
Stream
Rat Run Cr.
Illinois River
Illinois River
Illinois River
Illinois River
Illinois River
Illinois River
Existing
Raw PE
Knox County, 111.
LaSalle County, 111.
Lee County, 111.
306
Livingston County, 111.
936
Marshall County, 111.
2,278
2,175
Illinois River
Mason County, 111.
3,400
Existing
Discharged 'PE
700
2,302
250
840
2,000
1,950
1,290
2,210
Final PE with
Secondary Treatment
120
1,675
4,347
1,014
11,000
10,460
1,257
4,347
1,014
7,150
6,800
251
652
152
1,650
1,569
381
46
140
326
215
510
-------
TABLE Id
REDUCTION IN MUNICIPAL WASTES BY INITIATION OF SECONDARY TREATMENT
MAIN STEM - LOCKPORT TO GRAFTON
Community
N. Chillicothe
Chillicothe
Rome (U)
El Vista
Bellevue
Smaller Sources-
Ten
Granville
Smaller Sources-
Four
Sunnyland
E. Peoria
Creve Coeur
North Pekin
Delavan
Pekin
South Pekin
Smaller Sources-
Four
Receiving
Stream
Senachwine Cr.
Illinois River
Illinois River
Trib. to Kickapoo
Cr.
Illinois River
Illinois River
Farm Cr.
Illinois River
Illinois River
Illinois River
Br. of Main Ifcteh
Illinois River
Lost Cr.
Existing
Rav PB
Peoria County., 111.
2,259
3,054
1,347
2,000
3,354
Putnam County, 111.
1,048
1,227
Tazewell County, 111.
1,000
10,000
6,684
2,025
1,377
23,000
1,007
1,952
Existing
Discharged PE
2,000
2,7^0
1,010
1,800
1,405
2,980
940
1,090
875
7,500
5,900
2,025
1,300
16,100
860
1,705
Final PE with
Secondary Treatment
339
458
202
300
234
503
157
184
150
1,500
1,003
304
207
3,450
151
293
-------
TABLE le
REDUCTION IN MUNICIPAL WASTES BY INITIATION OF SECONDARY TREATMENT
MAIN STEM - LOCKPORT TO GRAPTON
Community
Washburn
Smaller Source s-
One
Hardin
Ashland
Beardstown
Astoria
Receiving
Stream
Snag Cr.
Illinois River
Indiana Cr.
Illinois River
Ditch to. Harris Br.
Existing
Ra-w PE
Woodford County, 111.
1,064
237
Calhoun County, 111.
1,000
Cass County, 111.
1,064
6,294
Fulton County, 111
1,200
Existing
Discharged PE
930
154
650
930
6,294
780
Final PE with
Secondary Treatment
160
"
36
150
160
944
180
TOTALS
222,344
169,874
33,080
-------
TABLE 2a
ESTIMATED EFFECTS OF CHLORINATION OF SEWAGE EFFLUENTS ON
COLIFORM DENSITIES IN THE UPPER ILLINOIS RIVER SYSTEM
Sampling Point. Avg
or Flow
Tributary Inflow cfs
Coliform Density
per 100 ml
4-month Geometric Mean
Calculated
(1)
(2)
(3)
North Shore Channel and North Branch Chicago River
NS 340.7*
NS 338.6*
NS-336.9*
MSD-NSSTPa
NS 334.9
NS 333.4
NB 333.4*
NB 331.4
NB 329.0
NB 325.8
South Branch,
CH 326.9*
CH 325. 8*
SB 324.3
SB 322.8
SS 320.0
SS 317.3
MSD-WSWb
SS 314.0
ss 307.9
SS 304.1**
cs 304.1**
700
706
710
391
1,110
1,114
48
1,177
1,182
1,194
Chicago River,
566
569
1,770
1,787
1,832
1,848
1,392
3,176
3,215
3,218
641
(200)
(3,500)
(8,200)
440.000
160^000
140,000
(71,000)
160,000
220,000
390,000
and Sanitary and Ship Canal
(680)
(9,100)
200,000
280,000
260,000
230,000
(680,000)
420,000
460,000
270,000
23,000
160,000
140,000
270,000
430,000
Estimated Coliform Density
per 100 ml
Assuming Treatment and Chlorination
of All Sewage of MSD Plant Effluents
(4)
;(2oo)
(3,500)
(4,200)
4,400***
,6,800
,6,000
(71,000)
10,000
14,000
25,000
(680)
(9,100)
15,000
21,000
20,000
18,000
6,800***
13,000
14-000
8^200
5,900
(5)
(200)
(3,500)
(8,200)
4,400***
6,800
6,000
(715000)
29,000'
89,000
260,000
(680)
(9,100)
130,000
210,000
200,000
180,000
6,800***
no, ooo
150,000
88,000
12,000
-------
TABLE 2b
Campling Point Avg
or Flow
Tributary Inflow cfs
Co-Liform Dens ity
per 100 ml
4-Month Geometric Mean
Calculated
Estimated Coliform Density
per 100 ml
assuming Chlorination
(D (2) (3)
South Branch., Chicago River, and Sanitary and Ship Canal (continued)
SS 300.5 3,847
ss 296.2 3,836
SS 292.1 3,819
SS 291.1 3,808
Dee Plaines River
DP 292.7* 290
-DP 285.8 4,158
HP 278.0 4,175
Kankakee River
200,000
110,000
61,000
72,000
(4,200)
79,000
64,000
KR 277.5*
Illinois River
IR 271.5
Calumet River and
CA 332.7*
CA 328.1*
cc 325.8*
CA 327-0*
1C 322.4*
LC 320.2*
LC 320.1
MSD-CalG
cs 317.9
CS 314.9
4,017
8,344
Cal-Sag
275
281
9
282
293
183
434
227
583
603
(20,000)
17,000
Channel
(2,000)
(5,400
(2,300,000
(4,000
(40,000
(150,000)
(51,000)
300,000
120,000
190,000
230,000
67,000
42,000
140,000
(4)
6,800
3,700
2,100
2,500
(4,200)
3,100
2,500
(20,000)
4,600
(2,000)
(5,400
(2,300,000
(4,000
(40,000
(150,000
(51,000
3,000***
30,000
48,000
(5)
67,000
37,000
18,000
29,000
(4,200)
39,000
32,000
(20,000)
11,000
(2,000
(5,400
(2,3CO,COO
(4,000
(40,000
(150,000
(51,000
3,000***
30,000
100,000
-------
TABLE 2c
Sampling Point Avg
or Flow
Tributary Inflov cfs
Colifonn Density
per 100 ml
4-Month Geometric Mean
Calculated
Estimated Go-lifOrffl Density
per 100 ml
assuming Chlorination
(1)
(2)
(3)
Calumet River and Cal Sag Channel (continued)
es 311.5 618 110,000
cs 308.5 623 98,000
CS 304.1 641 23,000
Illinois Rivera
IR 271.6 6,620
IR 270.6 6,620
IR 263.5 6,770
28,000
27,000
32,000
28,000
25,000
5,900
(5)
58,000
52,000
12,000
* These points, either upstream from MSD discharges or located on tributaries, are not
affected by these discharges.
** Indicates junction of Calumet-Sag Channel, and Sanitary and Ship Canal.
**# Present MSD effluent reduced "by 99 per cent.
p.. MSD Northside Sewage Treatment Plant Effluent.
t>. MSD West-Southwest Sewage Treatment Plant Effluent.
c. MSD Calumet Sewage Treatment Plant Effluent.
a. July 1962 data.
I ) indicates no influence expected from chlorination of MSD effluents.
-------
TABLE 3
MSB Treatment Plant Effluents
Estimated BOD Reduction Due to Chlorination
Treatment Plant
Worths i&e
W-SW
Jalumet
Flow
MOD
231
852
138
Total
Without
Effluent BOD
Chlorination
Ultimate
5 Day BOD"1" BOD
mg/1 Pounds/Day
10.8
16.4
13-5
23,000
180,000
21,700
224,700
With Chlorination
Estimated
5 Day BOD*
mg/1
8.2
13.8
10.9
Ultimate
BOD
Pounds/Day
17,500
152,000
17,500
187,000
BOD
Reduction
Pounds/Day
5,500
28,000
4,200
37,700
Chlorine Requirement
(to 0.5 mg/1 residual)
Pounds/Day
3,460
12,800
2,080
18,340
Estimated 5 day BOD = 2.6 mg/1 reduction by Chlorination assuming average chlorine demand of 1.3 mg/1
for all plants
Data taken from April-May 1961 study.
-------
TABLE 4 a
EFFECTS OF IMPROVEMENTS ON WASTE LOADS TO THE
ILLINOIS RIVER SYSTEM FROM INDUSTRIES
Map PHS
Location Industrial River
Code Code Mileage
Increased
PE from
Effluent Present PE Present Future Future PE Sewage- Treat-
_MGD (5- Day BOD) Treatment Treatment '(5" Day BOD) ment Plants
NORTH BRANCH CHICAGO RIVER
N-l
N-2
N-3
39
28C
31A
39,
261
1-325.6-3.0
,20Q 1-325.6-2.0
1-325.6-1.4
34C,34B,
,28A
ILLINOIS
0.42
17.50
0.07
0.72
IoVf5
RIVER SYSTEM
11, 500(2) Wone
1,200 Grease
2,100 None
1,500
16,300
AND MINOR TRIBUTARIES
Divert Wastes
to MSD
Sep . None
Divert Wastes
to MSD
Divert Cone. Wastes
to MSD
- LAKE MICHIGAN
0
1200
0
600
"TBoo
1150
0
210
90
I4~50
TO KANKAKEE RIVER
1-1
1-2
1-3
1-4
1-5
20A
22E
20A
29E
1-327-0
1-321.6
1-320.6
1-317.4
1-314.8
9.0
0.18
0.4o
0.17
21.0
3,600(2)
7,000 None
20,000(2)
1,600(2) Oil Sep
144,000
Divert Cone.
Wastes to MSD
Divert Wastes
to MSD
Divert Wastes
to MSD
Improved Oil
Sep.
Divert Wastes
to MSD
10QO
0
0
1000
0
260
700
2000
0
14400
-------
TABLE
Map PHS
Location Industrial
• Code Code
River
Mileage
Effluent
,MGD,
Present PE
(5 -Day BOD)
Present
Treatment
Future Future PE
Treatment (5-Day BOD)
Increased
PE from
Sewage *Treab-
ment Plants
ILLINOIS RIVER SYSTEM AND MINOR TRIBUTARIES - LAKE MICHIGAN TO
KANKAKEE RIVER
1-6
1-7
1-8
^
i-9
.1-10
i-n
1-12
1-13
39,34l,33E,33B
29E,28B,20F
29A
26H
29A
34H
39
341
28B
39, 341,340, 33E
28A,28C,20R
1-313
1-290
1-289
1-288
1-288
1-286
1-284
1-280
-3
.7-2.4
.8
,9-7.8
.9-0.2
.5-1.0
.5
.0
4
50
3
68
.95
.0
.0
.0
21.0 .
0
0
0
11
.12
.80
.65
• 38
29,000^'
40,000
$£,000
25,000
1,000
2,000
1,000
92,500
4,400
(Cont'd)
Oil and Grease
Sep. sed.
Oil Sep. and
Lagooning
Screening
Oil Sep.
.
Sed. and By-
Product Re-
covery
Sedimentation
Oil Separation
Oil Separation
Divert Wastes
to MSD
Improve Oil
Sep.
Internal Im-
prov. & Sed.
Improve Exist-
ing Treatment
Facilities
Install Oil
Separators
Divert Wastes
to Joliet Dis-
posal Plant
Internal Improv.
Secondary Treat-
merit
Internal Improve-
ments
0
30,000
8,000
19,000
500
0
500
14,000
2,200
-••• '.
2,900
0
0
0
0
i,4oo
0
0
0
190765 387,100
76,200
21,660
-------
TABLE
Map PHS
Location Industrial
Code Code
River Effluent Present PE
Mileage ' . MGH (5~Day BOD)
Present
Treatment
Increased
Future Future PE PE from
Treatment (5~Day BOD) Sewage Treat
ment Plants
CALUMET SAG CHANNEL AND TRIBUTARIES
C-l
C-2
C-3
C-4
c-5
C-6
C-7
C-8
C-9
C-10
33C,29B
33E,33C,29B
28c,20Q
28A
20Q
341
28B
33C,33E
20F,24,28A
28B,29E,33A
34A,34B,34H
29A
39,33C,33E
24C,29B,28A
1-303.4-26.6
1-303.4-26.2
1-303.4-25.2-
3-7
1-303.4-25.2
1-303.4-25.1
1-303-4-24.1
1-303-4-21.9
1-303.4-18.0
I-303.4-l6.3-
8.9-11.2
1-303.4-13.3
0*7 C\ TO Oi'VX* *
o ( « u j.y,c.uu
f r\\
85.0 10,000^'
10.0 18,000
/p\
4.0 3,200
0.40 4,400
0.50 3,000
1.50 1,800
48.0 1,500
/ *
8.0 4,700^'
27.0 21,000
94,08 900-
Sed.and Oil
Separation
Sed.and Oil
Separation
Grease Sep.
None
None
Filtration"
None
Sedimentation
and Oil Sep.
Oil Separation
Divert Cone.
Wastes to MSD
Divert Cone.
Wastes to MSD
Internal Improve-
ments
Internal Improve-
ments
Divert Cone.
Wastes to MSD
Divert Cone. Wastes
to MSD and Inter-
nal Improv.
Divert Wastes to
MSD
Improve Existing
Treatment Fac.
Divert Cone. Wastes
to Bloom Township
Sanitary District
Improved Oil Sep.
Internal Improve
and Divert Cone.
Wastes to MSD
5,200
2,500
9,000
1,600
500
500
0
700
750
14,000
500
1,400
750
0
0
399
200
180
0
320
0
4o
• • j, • •
316.08 87,700
35,250
3,280
-------
TABLE 4d
PHS
Industrial
Code
River
Mileage
Effluent
ma
Present PE
(5-Day BOD)
Present
Treatment
Increased
PE from
Future Future PE Sewage Treat-
Treatment (5-Day BOD) ment Plants
DES PLAOTDS RIVER
39,34B,34C
34l,28A,20R
26H
26H
26E
341
20-0
20F
20H
28A,20-0
34H
1-264.2
1-264.6
1-165.5
1-162.0
1-161.3
1-161.0
1-160.2
1-160.1
1-157.8
1.15
T35
ILLINOIS
3.0
1.0
0.60
9.0
12.0
1.80
1.50
4.70
70.0
4,000
4,000
RIVER SYSTEM AND MOTOR
TO SPOOK
10,200
9,000
3,000
1,500
50,000
12,500
4,000
30,000
1,500
Divert Wastes to
MSD and Internal
Improvements
1,000
1,000
200
200
TRIBUTARIES - KA1KAKEE RIVER
RIVER
Screening
Sedimentation
Divert Wastes
to PSD
Oil Separa-
tion
By-Products
Recovery
Divert Wastes
to PSD
Divert Wastes
to PSD
None
Sedimentation
Sed. and Internal
Improvements
Internal Improv.
Divert to PSD
Internal Improv.
Divert Cone. Wastes
to PSD
Divert to PSD
Divert to PSD
Divert Cone. Wastes
to PSD and
Internal Improv.
Oil Separation
5AOO
4,500
0
750
25,000
0
c
7,500
750
0
0
450
0
2,500
1,800
600
1,500
0
-------
TABLE
PHS.
Industrial
Code
20R .
20-0
26H
20R
28C, 28B
39, 341, 28A
28B, 28C
River Effluent
Mileage ..MGD .
ILLINOIS
1-151.7 17.0
1-151.5 8.50
1-151.3 1.20
1-151.0 5-50
1-148.1 2.30
3.60
141.70
Present PE
(5 -Day BOD)
Present
Treatment
RIVER SYSTEM AND MINOR TRIBUTARIES
TO SPOON
86,000
31,500
5,000
175,000
6,500
1,200
426,900
RIVER (Cont'd)
None
By-products
Recovery
Screening
Secondary
Treatment for
Cone . Wastes
Primary Treat-
ment
Future Future PE
Treatment (5- Day BOD)
- KANKAKEE RIVER
Secondary Treatment
Secondary Treatment
Sed. and Internal
Improv.
Secondary Treatment
for all Wastes
Internal Improv.
Internal Improv.
13,000
5,000
2,000
26,000
3,300
600
93,500
Increased
PE from
Sewage Treat-
ment Plants
0
0
0
0
0
0
5,950
(l) Garbage incinerator.
(2) 2k
Hour ' PE. value estimated from eight-hour observations.
(3) Total PE., value of industries drained by the State Street Ditch.
M Total .. PE value of industries drained by the Summit-Lyons Conduit.
(5) Adjusted PE , value from seasonal industries.
-------
TABLE k-f :
P. H. S. INDUSTRY CODE
11 Coal Mining and Processing 28B
Ik Quarrying 28C
20A Sugar Refining 29A
20C Canning-Vegetables 29B
20F Meat Packing 29E
20G Poultry Processing 3QA
20H Milk Receiving 3IA
20-0 Distillery 33A
20P Rendering 33B
20Q Vegetable Oil Manufacture 33C
20R Food - Miscellaneous 33E
22E Fur and Hair
24 Wood Products
26E Jute or Hemp Paper Mill
26H Paper Board Mill 34H
26l Paper Mill - Miscellaneous 3^1
28A Basic Chemicals 39
Intermediate Chemicals
Finished Chemicals
Petroleum Refining
By-Product Coke Plant
Petroleum-Miscellaneous
Rubber Products
Tanning
Ferrous Metal Manufacture
Non-Ferrous Metal Manufacture
Blast Furnace
Ferrous Rolling Mills
Ferrous Metal Fabrication
Won-Ferroxis Metal Fabrication
Metal Plating
Fabricated Metal-Rolling Mills
Metal Fabricating - Miscell-
aneous
Miscellaneous Manufacturing
-------
TABLE 5
Estimated Industrial Waste Loads Before and After the Adoption of a
Comprehensive Industrial Waste Ordinance by the Metropolitan
Sanitary District.
PE Load to MSB Plants PE Load to River System
Before After . Before After
Population Connected 4,750,000 4,750,000 475,000 475,000
Industrial 2,950,000 2,560,000 295,000 256,000
Others 330,000 330,000 33,000 33,000
Total 8,030,000 7,640,000 803,000 764,000
-------
TABLE 6
SUMMARY OF ESTIMATED EESULTS OF IMPROVEMENTS
.Upper Illinois River System - Lake Michigan to Lockport
Present Total BOD Load
a. Municipal 226,000
b. Industrial 71,000
c. Calculated Storm Spillage 56,000
Total Load 353/000
BOD Reduction by Improvements
a. Secondary Treatment of Municipal . Waste 10,000
b. Industrial Waste Reduction 58,000
c. Industrial Waste Ordinance -MSD 10,000
d. Chlorination of MSD Effluents 38,000
e. Stormwater Overflow Control
Through Short-Term Improvements 6,000
Total Pounds of BOD Reduction by
Improvements 122,000
Total BOD Load After Improvements 231,000
Lower Illinois River System - -Loclsport to. Graf ton (Main Stem)
Present Total BOD Load
a* Municipal 126,000
b . Industrial
Total Load 270,000
BOD Reduction, bjr Improvements
a. Secondary Treatment of Municipal. Waste, 33 j 500
b. Industrial Waste Reduction 103,000
Total Pounds of BOD .Reduction by
Improvements Ijp^JpQO
Total BOD Load After Improvements 133.^500
All values are ultimate BOD, pounds per day.
------- |